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HomeMy WebLinkAboutMass Grading Phase 1 Drainage Study Analysis 6/23/97V o. —A-0�55 TEMECULA REGIONAL MALL SITE Prepared For: Forest City Development 949 South Hope Street, Suite 100 Los Angeles, California 90015 RFrjEIVED JUN 23 1997 G1, i ic TEMECULA ENGINEERING DEPARTMENT Prepared by: 9�?bet'tBeirt,cWi iam %i5st 6&c5 ssociates 27555 Ynez Road, Suite 400 Temecula, California 92591 Contact: Michael Tylman Bill Keller t�cA. M P June, 1997 M �» �LY�. ' I. INTRODUCTION ' This report includes preliminary hydrologic and hydraulic calculations performed for the design of drainage facilities associated with the Mass Grading - Phase 1, for the Temecula Regional Mall in the City of Temecula. The drain system proposed for Mass Grading - Phase I consists of temporary drainage channels, swales and desilting basin to drain the site and existing 30" and 60" storm drains entering the site across ' Margarita Road. These will drain back into the existing channel along Ynez Road which drains to an existing double 7 x 5 reinforced concrete box within Ynez Road. t This project has been included in three previous hydrology studies. The first of these studies is "Preliminary Hydrology and Storm Drain Facilities Analysis for Campos Verdes," dated May 16,1990, by NBS/Lowry, Incorporated. The first study verifies and updates the proposed ultimate GPA ' hydrology information and provides for future drainage improvements at Margarita Road. The second study is the "Hydrology and Hydraulics Report' for Margarita Road improvements, prepared by Robert Bein, William Frost & Associates, dated January 1992. The third study is the "Preliminary ' Drainage Study Analysis - Temecula Regional Mall," prepared by Robert Bein, William Frost & Associates, dated April 1997. ' The flows from the third study are used as the design flows for the temporary drainage channels. The third study was for preliminary storm drain sizing for the entire site. Since Mass Grading - Phase I only includes a part of the site, the use of these flows will result in a conservative estimate for the temporary ' drainage channels. The existing flows from the 30" RCP storm drain and 60" RCP storm drain crossing Margarita Road ' were bulked 50% for design purposes in this study because the upstream area for the 30" RCP has not reached Q700 ultimate and eventually the 60" RCP will be relocated within Margarita Road to direct the flow to the south and will not drain across the property. ' The primary objectives of this study are as follows: ' 1. Using the "Preliminary Drainage Study Analysis - Temecula Regional Mall" dated April 1997, identify the node areas contributing flow to Temporary Drainage Channels A, A.1 and B. A copy of this study, along with hydrology map, is included in Appendix A, showing what areas flow to Temporary Drainage Channels A, A.1 and B. ' 2. Size the Temporary Drainage Channels based upon the 100 -year design flow from the aforesaid drainage study. Check flow depth and velocity. These calculations are in Appendix B. ' 3. Design desilting basin for the Mass Grading - Phase I and allow 100 -year flow through this basin to the existing channel. These calculations are in Appendix C. ' H:1GRP601POATAW0113AOFFICMWPWIN\35HYDOOI.WPD [] 1 EXHIBIT 1 VICINITY MAP NOT TO SCALE ROJECT OCATION a ac q` B J e D D D �\ cc — c, B D p B C / 0 D ac BC (^' D BC D c E p c y 0 C A Ti .0 0 BC. B E�-�rD�,ri ec .._. C C i , C! D ✓ U 0 0 C-O'•gCJB GU R �D-CS a A Y� B = c-.8 B a ..BE c STUDY AREA Lai am/' 0 - BC �_ - , c ac SO t BC 0 �a e � .w �i� � �... a Lr � � • %, _ '�- ' EXHIBIT 2 LEGEND HYDROLOGIC SOILS GROUP MAP ' SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATION R C F C& W C D ® MURRIETA 'HYDROLOGY ;�/!ANUAL 0 FEET 50oo I 1 I 11 1 1 1 1 1 1 [1 1 1 1 I 1 1 1 H I ' *xx*++}Y*YY**rrr*rx***}}Y+***rr*rY********YYYYY+*+*+rrrrr*r***r+rrrr**xxrr*+ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ' (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/96 License ID 1264 Analysis prepared by: ' Robert Bein, William Frost & Associates 14725 ALton Parkway Irvine, CA 92618 ' **+*++*rrx**}}******+r+*+ DESCRIPTION OF STUDY r+rr*err*****r»*xx**xxrrx .HYDROLOGY REPORT FOR TEMECULA REGIONAL MALL SITE * 100 yr. Flow * FILE NAME: MALLN.DAT TIME/DATE OF STUDY: 11: 6 4/15/1997 USER SPECIFIEDHYDROLOGYAND HYDRAULIC MODEL INFORMATION: __________________________________________________________________________ USER SPECIFIED STORM EVENT(YEAR) = 100.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED'PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .550 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.300 ' COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS ' FOR ALL DOWNSTREAM ANALYSES }********rrrr*rrxrxx}}YYY*******+*+**rrrrrrrrrxrrrrxxxrxxr*r*r**rrr*Y}+**x*} ' FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 7 ________________________________ »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< ____________________________________________________________________________ ' USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.60 RAIN INTENSITY(INCH/HOUR) = 3.21 TOTAL AREA(ACRES) = 24.10 TOTAL RUNOFF(CFS) = 70.40 1 1 1 1 *********}*}*44}}*}******x*****r*******r*r*****}**}***}Y}Y}}}44YY}}Y}}}}*}Y} FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 10 ______________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ------------- ________________________________________________________________ *}}}}}}}}Y}}}*++****xx*}**}*}}*++}YYY*}}+*Y}}}+*******rrrrerrrrrrrrexrr*xrrr FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- _»»RATIONAL METHODINITIALSUBAREA ANALYSIS« --------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 650.00 UPSTREAM ELEVATION = 74.50 DOWNSTREAM ELEVATION = 68.50 ELEVATION DIFFERENCE = 6.00 TC = .303*(( 650.00**3)/( 6.00)]**.2 = 10.321 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.420 SOIL CLASSIFICATION IS "B" CLQ S1 �S vena,— G- (u W rxeu ena,-- G-(uWrxeu *ll5o z 51 j C-& I 1 1 1 1 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.14 Tc(MIN.) = 11-60 TOTAL AREA(ACRES) = 27.91 _ �9 •4 c�-s ++++++++++wxw+x+x++++++++++++++++x+ww+xx+xwrxxw»rrrrrrr++++xwww wxrrrrrrrrr FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = 3 ____________________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 60.68 DOWHSTREAM NODE ELEVATION = 60.38 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 81.14 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 11.84 Q = Lo`-\. A csr5 O COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8789 FLOW PROCESS FROM NODE 6.00 TO NODE 6-00 IS CODE = 12 SUBAREA RUNOFF(CFS) = 11.45 »»>CLEAR MEMORY_BANK_#_1«<<< ' ' TOTAL AREA(ACRES) = 3.81 TOTAL RUNOFF(CFS) = 11_45 ' rrrrwFLrrwrrrrxrrrrrxrrrrrrxrrrrrrrrrrrww++rxwrr++++++xrr+++++rrrrwerrrxr+++++ OW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ' ** MAIN STREAM CONFLUENCE DATA ** ---------------------- ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1 11.45 ' 10-32 3-420 -3.81 ASSUMED INITIAL SUBAREA UNIFORM ** MEMORY BANK # 1 CONFLUENCE DATA ** DEVELOPMENT IS COMMERCIAL STREAM RUNOFF Tc INTENSITY AREA INITIAL SUBAREA FLOW -LENGTH = 530-00 NUMBER (CFS) (MIN.) (-INCH/HOUR) (ACRE) r i 1 70.40 11-60 3.208 24.10 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1 74.09 - 10.32 3.420 2 81.14 11.60 3.208 1 1 1 1 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.14 Tc(MIN.) = 11-60 TOTAL AREA(ACRES) = 27.91 _ �9 •4 c�-s ++++++++++wxw+x+x++++++++++++++++x+ww+xx+xwrxxw»rrrrrrr++++xwww wxrrrrrrrrr FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = 3 ____________________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 60.68 DOWHSTREAM NODE ELEVATION = 60.38 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 81.14 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 11.84 Q = Lo`-\. A csr5 O rrr+r+r+r+++++++++x+++++++rw+wwwwwxxrrrrrrrrr+rrr++++wr+wwwrrwrrrxxrrrr++r++ 1 FLOW PROCESS FROM NODE 6.00 TO NODE 6-00 IS CODE = 12 »»>CLEAR MEMORY_BANK_#_1«<<< ' +wxx xrrwrrrrrrrrr++rr+r+r+r+++++wwwwxxwwrwerwrxerrrrrrrrr+r++++++++xxwwwwxxr FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 - ---------------------------------------------------------------------------- >>>__MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #-I<<<<< ---__-.-_-_-_--_ ' +x+x+xwrrxxwrwrrrrwerr»rrrrrrr++x++wxxxxxrxxrxrrrrrrrrrrrr+x++++x+wwwxxxrrx FLOW PROCESS FROM NODE 51.00 TO NODE 3.00 IS CODE = 21 � 2n`� n C�.L'' C\-� � \ �.� CY e »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**•2 p ,� PJ`7','a/0,7wOD�l1\ INITIAL SUBAREA FLOW -LENGTH = 530-00 1 r i 1 ++tttt rrxrwx+x+ttxxx+xxxxxxxxxxxrwxrtttrrrrerrrrrtxwrwttttrrxxxxxxxxxxxx++xx FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 UPSTREAM ELEVATION = 74.10 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< DOWNSTREAM ELEVATION = 68.50 ' ELEVATION DIFFERENCE = 5.60 SOIL CLASSIFICATION IS "B" TC -= .303*(( 530.00**3)/( 5.60))**.2 = 9.258 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = .3.631 ' SOIL CLASSIFICATION IS COMMERCIAL DEVELOPMENT "8" RUNOFF COEFFICIENT = .8798 SUBAREA RUNOFF(CFS) = 13.03 TOTAL AREA(ACRES) = 4.08 TOTAL RUNOFF(CFS) _ 1 1] I 1 �Z 1. Z 13.03 ++++tttxtxxxxwrttetxrrt+xxxwrrrrrxt+++xrxxx++++arrrrrx++tr++++++wrrrterw++++ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION = 63.39 DOWNSTREAM NODE ELEVATION = 62.39 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.03 TRAVEL TIME(MIN.) = .82 TC(MIN.) = 10.08 txttrtttr+rr+x+xxtrwrerer»xwrxwtxx++xxx+a+r+rrwxxxxxxtxtaxxxtxxxt+xxxxxxxxx FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8 ______________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ____________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.465 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8791 SUBAREA AREA(ACRES) = 3.77 SUBAREA RUNOFF(CFS) = 11.48 \ 4D -2- TOTAL AREA(ACRES) = 7..85 TOTAL RUNOFF(CFS) = 24.52 TC(MIN) = 10.08 txxxxxxxwxxxxx+xr++xrrrettttttxww+xxxx++xxxx+txxxxxtxxx+rt xtttxttxtxxx+xtxx FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 4 _____________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION = 62.39 - DOWNSTREAM NODE ELEVATION = 60.89 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 24.52 TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 10.68 ++tttt rrxrwx+x+ttxxx+xxxxxxxxxxxrwxrtttrrrrerrrrrtxwrwttttrrxxxxxxxxxxxx++xx FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.356 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SUBAREA AREA(ACRES) = 3.66 SUBAREA RUNOFF(CFS) = 10.79 TOTAL AREA(ACRES) = 11.51 TOTAL RUNOFF(CFS) = 35.31 TC(MIN) = 10.68 -\- -'b _ +++++xrttxx+wtttxrrretxxxxxxx++txxtrxrxrrrwxwxxxxxxxxxxxtrwxxxxxx+++++++++++ FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 4 '*Yxxxxxxxx\xxx;\xxxxrxxxxx\xlrx+YYY++rtrtrtee+rtrtr+++rtrtrt+rrx+ert#+rt\rtYYrtrt\!ert\rtrt FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 -------------------------- _------------------- ______________________________ >_>__ADDITION OF SUBAREA TO MAINLINE PEAK_FLOW______________-____________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8773 SUBAREA AREA(ACRES) = 4-76 SUBAREA RUNOFF(CFS) = 12_98 TOTAL AREA(ACRES) = 44.18 TOTAL RUNOFF(CFS) = 128.32 _ TC(MIN) = 12-29 +rtrtrtrt+rtrtrtrt+++r+xxxxxxx#+rtrt+rtrtrtrt\Y\exxxtxxxr!!e\\\r+ert++;xx\xxxlxxxxrxxxtrlx+ ------------------------------------------------------ > >>>>COMPUTE TRAVELTIME PIPEFLOW --------------------- THRU SUBAREA«<=< »»>USING USER-SPECIFIED PIPESI ZE««< ER -SPECT ------------------ »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< -= DEPTH OF FLOW IN 42.0 INCH ------------------------ PIPE IS 23.1 INCHES - ' PIPEFLOW VELOCITY(FEET/SEL.) UPSTREAM NODE ELEVATION = = 6.5 60.89 DOWNSTREAM NODE ELEVATION = - 60.13 FLOWLENGTH(FEET) = 190.00 MANNING'S N = .013 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) GIVEN PIPE DIAMETER(INCH) = 42.00 - NUMBER OF PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 35-31 ' TRAVEL TIME(MIN.) = .49 TC(MIN.) = 11.17 '*Yxxxxxxxx\xxx;\xxxxrxxxxx\xlrx+YYY++rtrtrtee+rtrtr+++rtrtrt+rrx+ert#+rt\rtYYrtrt\!ert\rtrt FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 -------------------------- _------------------- ______________________________ >_>__ADDITION OF SUBAREA TO MAINLINE PEAK_FLOW______________-____________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8773 SUBAREA AREA(ACRES) = 4-76 SUBAREA RUNOFF(CFS) = 12_98 TOTAL AREA(ACRES) = 44.18 TOTAL RUNOFF(CFS) = 128.32 _ TC(MIN) = 12-29 +rtrtrtrt+rtrtrtrt+++r+xxxxxxx#+rtrt+rtrtrtrt\Y\exxxtxxxr!!e\\\r+ert++;xx\xxxlxxxxrxxxtrlx+ FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) ' 1 35-31 11.17 3.275 11.51 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN,) (INCH/HOUR) (ACRE) ' 1 74.09 10.57 3.376 27.91 2 81.14 11.84 3.172 27.91 ** PEAK FLOW RATE TABLE STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 107:50 10.57 3.376 2 111.86 11.17 3.275 ' 3 115.34 11.84 3.172 T [1r J - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 115.34 TC(MIN.) = 11.84 p \ fl C-5�'S ' TOTAL AREA(ACRES) = 39.42 _Z�j\•. i ii;rtrtrtrtYrtrt+#\YRr+lrrrrrxflxYxlrrrtxf lxxx!*!\xrx!!\YY Y++ii}#i;;;444;;##;*x*;# FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 37.8 INCHES ' PIPEFLOW VELOCITY(FEET/SEL-) = 8-8 UPSTREAM NODE ELEVATION = 59.38 DOWNSTREAM NODE ELEVATION = 58.38 - FLOWLENGTH(FEET) = 240.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 115.34 TRAVEL TIME(MIN.) = .45 TC(MIN.) = 12.29 '*Yxxxxxxxx\xxx;\xxxxrxxxxx\xlrx+YYY++rtrtrtee+rtrtr+++rtrtrt+rrx+ert#+rt\rtYYrtrt\!ert\rtrt FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 -------------------------- _------------------- ______________________________ >_>__ADDITION OF SUBAREA TO MAINLINE PEAK_FLOW______________-____________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8773 SUBAREA AREA(ACRES) = 4-76 SUBAREA RUNOFF(CFS) = 12_98 TOTAL AREA(ACRES) = 44.18 TOTAL RUNOFF(CFS) = 128.32 _ TC(MIN) = 12-29 � FL irtrrxrOW C FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 xxxxrtw++rtrtrtrrrrfrrfff++rrrrrerrrrtifxfwrtrtrerrffirrfrrr+x»ffrtrrt+++ww+++rtw+++ PROCESrxfreiiifi++SFROM+i+rtrtrt+rNODErtifxrxtxxixrtx++rtrt+rtwwrtrrtrtrtrtrt+txixxx+xxw+rtirrtxxxxxx 9.00 TO NODE 9.00 IS CODE = 10 ' FLOW FROM NODE 7.00 TO NODE 9.00 IS CODE = 4 -------- _---------- _---- _------------ ________________________ ____________________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< -PROCESS >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 58.50 ' »»>USING USER-SPECIFIED PIPESIZE««< FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 41.8 INCHES rtrtrtrtrrrtrrrxxiixrt++rtrtrtrrtrtrrrrf»riixxfxxrtr+rt+rw+rrtrt+rtrtrttrrixxxxixxrxrtr+xrtxixi PIPE FLOW VELOCITY(FEET/SEC.) = 8.8 ' FLOW PROCESS FROM NODE 52_00 TO NODE8.00 IS CODE = 21 UPSTREAM NODE ELEVATION = 58.38 DOWNSTREAM NODE ELEVATION = 56.90 FLOWLENGTH(FEET) =. 380.00 MANNING'S N = .013 ' GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF'PIPES = 1 ________________________________ ASSUMED INITIAL SUBAREA UNIFORM PIPEFLOW THRU SUBAREA(CFS) = 128.32 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 13.01 ' TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 rtrt+rt+rtrtrt+wwwwrrrrrrrff+r++r+rt+rtwrtrrrfrxttxxxrt++xxti+++t+rrrrrrr rtfrtrrr+rrrtrer INITIAL SUBAREA FLOW -LENGTH = 340.00 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 =====CLEAR MEMORY BANK# 1 __________ t irtrrxrOW FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 ' PROCESrxfreiiifi++SFROM+i+rtrtrt+rNODErtifxrxtxxixrtx++rtrt+rtwwrtrrtrtrtrtrt+txixxx+xxw+rtirrtxxxxxx 9.00 TO NODE 9.00 IS CODE = 10 -= DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES ____________________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< UPSTREAM NODE ELEVATION = 58.50 ' DOWNSTREAM NODE ELEVATION = 56.90 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013 rtrtrtrtrrrtrrrxxiixrt++rtrtrtrrtrtrrrrf»riixxfxxrtr+rt+rw+rrtrt+rtrtrttrrixxxxixxrxrtr+xrtxixi PIPEFLOW THRU SUBAREA(CFS) = 7.21 ' FLOW PROCESS FROM NODE 52_00 TO NODE8.00 IS CODE = 21 - »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ________________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW -LENGTH = 340.00 UPSTREAM ELEVATION = 69.50 ' DOWNSTREAM ELEVATION = 66.00 ELEVATION DIFFERENCE = 3.50^r� TC = 340.00**3)/( 3.50))**.2 = 7.792 .303*[( C 100 YEAR RAINFALL INTENS[TY(INLH/HOUR) = 3.992 SOIL CLASSIFICATION IS RUN COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8813 SUBAREA RUNOFF(CFS) = 7.21 TOTAL AREA(ACRES) = 2.05 TOTAL RUNOFF(CFS) t rrrw+r+rtrtfrrwfrtrx++x++fxxrirrrerrrrrrrrrrrrrrarrrr++rrrr++r+rwrwwrtrtrtrfrtrtrw+r FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 ____________________________________________________________________________ PIPEFLOW »»COMPUTE COMPUTER -EST »»-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< TRAVELTIME THRU SUBAREA««<LOW)<<-------------- -= DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 58.50 ' DOWNSTREAM NODE ELEVATION = 56.90 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.21 ' TRAVEL TIME(MIN.) = 1.53 TC(MIN.).= 9.33 rrtrrtwrtrrrrfr»rrffrrirttxixrt+txxfxrieiirrtrtrtr»rirrrtrttxxxrrtwrtrfrrrrrtr rwrtrtrtrfr ' FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAINSTREAM MEMORY««< 1 ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) i 7.21 9.33 3.616 2.05 - ' ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER - (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 121.29 11.75 3.185 44.18 2 1125.25 12.35 3.100 44.18 ' - 3 128.32 13..01 3.012 44.18 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 103.45 9.33 3.616 2 127.64 11.75 3.185 3 131.43 12.35 3.100 ' 4 134.32 13.01 3.012 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: A PEAK FLOW RATE(CFS) = 134.32 Tc(MIN.) = 13.01 ^ Q \ GFS TOTAL AREA(ACRES) = 46.23 = 2 #++Yrrirrk+rrir+rrrrixfi+iii#firrri*x#r*xxr**iirrxix*#*++irirr#x##+rrrrr***#++ FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ____>ADDITION OF SUBAREA TO MAINLINE PEAK -FLOW<<<------- 100 YEAR YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8768 SUBAREA AREA(ACRES) = 3.25 -SUBAREA RUNOFF(CFS) = 8.58 'Zac4 TOTAL AREA(ACRES) = 49.48 TOTAL RUNOFF(CFS) = 142.90 a b ' TC(MIN) = 13.01 Q = ZS3-S SFS rirrx#++rrrr##++rx##++irx**++rrrr#+rrix+#+rrrrr#++rarrxxrx++++rrrr#++irrxr** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 56.90 DOWNSTREAM NODE ELEVATION = 55.72 1 FLOWLENGTH(FEET) = 295.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 142.90 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 13.56 ' r#++rrrrr###rrrrr#+r+ri#++++rrrr+++rrrr*##rrrr##++rrrirr##x+ixr###++rrrrxx#+ FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 -.>___>ADDITION OF SUBAREA TO MAINLINE PEAK-FLOW«-------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.944 SOIL CLASSIFICATION IS "B". 5_11COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8764 Z SUBAREA AREA(ACRES) = 3.44 SUBAREA RUNOFF(CFS) = 8.88 q TOTAL AREA(ACRES) = 52.92 TOTAL RUNOFF(CFS) = 151.78 • -�f� 1 TC(MIN) = 13.56 _ ----- � r+++rrifififirrr*++r+rfirrrrxiixxrrr**rrrrxxixx+iiirrrrr+rrrrr#++xxxxxxx###+rrx# FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 4 ____________________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< I I I I I 1 L 1 I 1 LJ I 1 »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 - UPSTREAM NODE ELEVATION = 55.72 DOWNSTREAM NODE ELEVATION = 54.68 FLOWLENGTH(FEET) = 260.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 151.78 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 14.03 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.889 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8760 SUBAREA AREA(ACRES) = 9.27 SUBAREA RUNOFF(CFS) = 23.46 TOTAL AREA(ACRES) = 62.19 TOTAL RUNOFF(CFS) = 175.'Ir- } -Z TC(MIN) = 14.03 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >>>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 54.60 DOWNSTREAM NODE ELEVATION = 54.16 FLOWLENGTH(FEET) = 130.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 175.24 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 14.28 rxxix##*rt**#*rtrtrrtrtrt*rtrtlr!!!!»rrrlrrrrrxxxix#*rt##r**i#xrxxxrxxrrxrxrrrrxrl r! FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ------------------------- --------------------------- ---------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.862 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8759 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 3.48 TOTAL AREA(ACRES) = 63.58 TOTAL RUNOFF(CFS) = 178.73 } .3 TC(MIN) = 14.28 Q .2-'tct_4 �S ++i#irtirtrtrtrtwrtrt+rtrtrtrtrtrtrtwx*####+###########+*rti+++rtrtert#xx*++++lrtlrtrtwwwwrtwlwrtrtrt FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 54.16 DOWNSTREAM NODE ELEVATION = 53.60 FLOWLENGTH(FEET) = 140.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.73 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 14.52 ########irtrtrtrtrtrtrtrt rtrtrrfxxx#r!!ertlxrtwrtrtrtrtr#r##*#**+#***rtrtrtrtrrtrtxxlxrt+rtlrtrtrtrtrtrtrtrt FLOW PROCESS FROM NODE . 13.00 TO NODE 13.00 IS CODE = 8 --------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.835 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8757 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 5_34 TOTAL AREA(ACRES) = 65.73 TOTAL RUNOFF(CFS) = 184.06�.- TC(MIN) = 14.52 tttt+++wwettiirx rywxxx+rwexxxaw+wwww++++wwwwwr»rrxxwwwrwr r+rrxxxxxa++++++++ ����5 FLOW PROCESS FROM NODE 13.00 TO NODE 21.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 53.60 DOWNSTREAM NODE ELEVATION = 50.68 ' FLOWLENGTH(FEET) = 730.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 184.06 TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 15.79 y Z57k_ 4 -1 yrs ' xxxrttwxxrrrxttrx+wrwxxxx+++rrrxxrarwxxxwwtwxwataaxa+++r++++++r+xxxxwtxwwx++ FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 1 _>>>CLEAR MEMORY BANK #_1.<< xtiwaaa+xwxwxi+rwwwttxxt+++xxxx wwr+rwxxxwwwwaarr+r++r+++xrxwwtxxxxxa++++w+++ FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ______________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< W cam^' G�3 St�oW of �A-m-p ZZ a txttwwxia+wwwitaaa++xxxxxa+,�*xxxxtaara+xwwwww+awaa+a+++++�xwwaaa++++rwww FLOW PROCESS FROM NODE I! 53.ODT0 NODE 14.00 IS CODE = 21 - »»_RATIONAL METHOD-INITISUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM 1DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 01.7 INITIAL SUBAREA FLOW -LENGTH = 370.00 k�MWCrK UPSTREAM ELEVATION = 55.82 DOWNSTREAM ELEVATION = - 54.34 Iyb"P ELEVATION DIFFERENCE = 1.48 TC = .303*C( 370.00**3)/( 1.48)]**.2 = 9.738 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.532 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .= .8794 SUBAREA RUNOFF(CFS) = 7.33 TOTAL AREA(ACRES) = 2.36 TOTAL RUNOFF(CFS) = 7.33 aa++++rwxtwaa+++xwwx++r+wr�r�xaa++rwwxxxxx+aslr+r+wwwtwiaiarrrr rrwwi+aaxwaa+ FLOW PROCESS FROM NODE (14_00 TO NODE 0 IS CODE _ .4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< ' ->>>>>USING USER-SPECIFIED PIPESIZE«_«______________ DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 54.34 11 1 DOWNSTREAM NODE ELEVATION = 53.64 1 FLOWLENGTH(FEET) = 176.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 7.33 TRAVEL TIME(MIN-) _ .68 TC(MIN.) = 10.42 +r\\+r\\xxr\xxr\\*+r\\*++\\xx\r+*+r\+++\rxx#ir\rr\xxx#*#+++r\r\xx*++rr\\\xxr FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 10 ---------------------------------------------------------------------------- - >=>__MAIN -STREAM MEMORY COPIED ONTO MEMORY _BANK # 2_«_<--- ---- --------- FLOW PROCESS FROM NODE 54.00 TO NODE (1.5<60 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 190.00 UPSTREAM ELEVATION = 54.83 DOWNSTREAM ELEVATION = 54.07 ELEVATION DIFFERENCE _ .76 TC = .303*C( 190.00**3)/( .76)1**.2 = 7.459 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.089 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8816 SUBAREA RUNOFF(CFS) = 4.00 ' TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 4.00 FLOW PROCESS FROM NODE 15.00 TO NODE17_00 IS CODE = 3 ------------ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.8 UPSTREAM NODE ELEVATION = 54.07 DOWNSTREAM NODE ELEVATION = 53.64 FLOWLENGTH(FEET) = 107.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.00 TRAVEL TIME(MIN.) = .47 TC(MIN.) a 7.93 ++\*i\+\\i++\\\#++\\\**#\*##+\\\*i\r\\#*+++#\\*#+**\**i++#****++*r*ii\i#***i FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 11 . ---------------------------------------------------------------------------- - >__>>CONFLUENCE MEMORY BANK # 2 WITH THE MAINSTREAM MEMORY=«<=--_-----_- ** MAIN STREAM CONFLUENCE DATA •• " STREAM RUNOFF Tc -INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.00 7.93 3.953 1.11 •• MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) - 1 7.33 10.42 3.403 2.36 •* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.58 7.93 3.953 2 10.77 10.42 3.403 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.77 TC(MIN.) = 10.42 TOTAL AREA(ACRES) = 3.47 +rritwwt+xxrrrrw+++wwta+xt++xw++++x+wrest+rrwwwtwrwxxwrxxwxwtwt xxtttt+ttttttt FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 10 ------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< rwrtt++xxrrtw++rrrtw+eeertt+i+xwwwxxewttt+t+t+++x+xwwrww+rxrrr+twit++++x+x++ ' FLOW PROCESS FROM NODE 56.00 TO NODE 16_00 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 388.00 UPSTREAM ELEVATION = 55.76 DOWNSTREAM ELEVATION = 54.21 ELEVATION DIFFERENCE = 1.55 TC = .303*[( 388.00**3)/( 1.55)1**.2 = 9.924 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.495 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SUBAREA RUNOFF(CFS) = 5.93 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 5.93 ' w++rrrtwt+++w+tt++w+rerr+ttrxwrxww+w+wrrrwww+++wwwwrxxxxxrtw++++++xx+rrxrxrt FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 »= ' ** MEMORY -BANK R 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.58 7.93 3.953 3.47 2 10.77 10.42 3.403 3.47 ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MSN.) (INCH/HOUR) 1 15.45 7.93 3.953 2 18.48 10.42 3.403 3 18.50 10.51 3.386 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.50 Tc(MIN.) = 10.51 TOTAL AREA(ACRES) = 6.02 ' xx++++rrrrfrrrrxt+rerr+rrrwxx++rrx+firxrwx##irrr xx#++++#iirrrrfiirrrrw#+fi#+ FLOW PROCESS FROM NODE 17.00 TO NODE 20.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< _=»===USING USER-SPECIFIED PIPESIZE________________________________________ DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 53.64 DOWNSTREAM NODE ELEVATION = 52.80 FLOWLENGTH(FEET) = 209.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.50 ITRAVEL TIME(MIN.) = .63 TC(MIN.) = 11.14 r#11rr+rwwirrx#xtirrrxlrr+x#i++rrxxx#xrrwxlx+rrrrxf#ifiirrrx##++irrxxxif+irr FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 ------- ____-------- _---- ___________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.280 I SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8782 SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 7.69 TOTAL RUNOFF(CFS) = 23.31 TC(MIN) = 11.14 ii+rrxxx t+rr+xr#+rrrra#+reeve+x+++rrxrxxiiirrx#+++rrrrwwllfi++r#x#lrrrrwwxwx+ FLOW PROCESS FROM NODE 20_00 TO NODE 20.00 IS CODE = 1 --- _____________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.14 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 7.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.31 +++xrw##lf irr+t#i+rrr#f+r+irkr*#+#+rrrw##ir#r##xf+ir rwllf+#+rw###rrxxx#r#f ii FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW -LENGTH = 187.00 UPSTREAM ELEVATION = 54.07 DOWNSTREAM ELEVATION = 53.32 ELEVATION DIFFERENCE = .75 TO = .303*(( 187.00**3)/( .75)7**.2 = 7.408 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.104 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.85 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 4.85 ' rttli#rrr!#rtti#rtif*+ftt##+ft*#+'*frt#i#r##tt*#iitrf rrrf#!}}}+t rrrtf#######r FLOW PROCESS FROM NODE 56.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< ' - >____USING COMPUTER -ESTIMATED PIPESIZE_(NON-PRESSURE-FLOW)<==_FOOL--_-_--- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.9 UPSTREAM NODE ELEVATION = 53.32 ' DOWNSTREAM NODE ELEVATION = 52.80 FLOWLENGTH(FEET) = 131.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.85 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 7.96 #rrxx**##rrf*#+ffk#+#trflrrrRlt#rrR*#++rr rt*i}+++txxx####}}+tff xfti##+rrrf** ' FLOW PROCESS FROM NODE 20_00 TO NODE 20.00 IS CODE = i --- ______________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«c« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.96 RAINFALL INTENSITY(INCH/HR) = 3.94 TOTAL STREAM AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85 rxxE##}Cftft}++Dt*++rrf*###Ctxx*C+Drttl++CCEOO+C#CCCrrtt}##i}CrxfxE##++Crrxx FLOW PROCESS FROM NODE 57_00 TO NODE 18.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 350.00 UPSTREAM ELEVATION = 64.00 DOWNSTREAM ELEVATION = 61.50 ELEVATION DIFFERENCE = 2.50 TC = .303*(( 350.00**3)/( 2.50)7**.2 = 8.481 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.810 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8806 SUBAREA RUNOFF(CFS) = 4.90 TOTAL AREA(ACRES) = 1.46 TOTAL RUNOFF(CFS) = 4.90 *xx*#**rxx****xr**#i#***OE*##818..00!}O#00 TO NODE 1 199.00 .+CODE#*#+CCCrxO!}##COCe FLOW PROCESS FROM NODE 00 IS CODE = 3 ---------------------------------------------------------------- _ »»>COMPUTE TI ME_THRU SUBAREA=ES »»USING COMPUTER -ESTIMATED P[PE512E (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.0 UPSTREAM NODE ELEVATION = 54.04 DOWNSTREAM NODE ELEVATION = 53.46 FLOWLENGTH(FEET) = 140.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.90 ' TRAVEL TIME(MIN.) _ .58 TC(MIN.) _ 9.06 xrt+rtw++rte++++w+rxtt+wrttrt++ww+exw+w++++xxx++rxw++rrrrrrww+++wwr+*xw++rtxwwx FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 ___________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.673 ' SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8800 SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 4.01 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.91 ' TC(MIN) = 9.06 ++xx+++rtw++rt++rrr+++rwwrtrw++tx++rxw+rw+wwrrww+r+ttx++++rrwtx+rrrt++rrtxw+rw FLOW PROCESS FROM NODE 19_00 TO -NODE 20.00 IS CODE 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.4 UPSTREAM NODE ELEVATION = 53.46 DOWNSTREAM NODE ELEVATION = 52.80 ' FLOWLENGTH(FEET) = 170.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.91 TRAVEL TIME(MIN.) _ .64 TC(MIN.) = 9.70 rtw+txx++rrtr+tt++rrtw+rxxw++xtx+xww++rx rtx+rrx+++rrttt+++rtxw++rrxxw++xwxw+rr FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.70 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.91 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) ' 1 21.01 8.59 3.784 7.69 1 23.31 11.05 3.295 7.69 1 23.31 11.14 3.280 7.69 2 4.85 7.96 3.944 1.34 ' 3 8.91 9.70 3.538 2.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.64 7.96 3.944 ' 2 33.54 8.59 3.784 3 33.74 9.70 3.538 4 35.66 11.05 3.295 5 35.59 11.14 3.280 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.66 Tc(MIN.) = 11.05 TOTAL AREA(ACRES) = 11.73 FLON*PROCESS***!x!#**++ee!!*#**W*!!*****!**FROMNODE 20.00 NODEW*W***!*!*!!*f21.00ISW****+*W*W*W******!***CODE= 4*W . -- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< _-»>__USING USER-SPECIFIED PIPESIZE««<__________________________ DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 52.80 DOWNSTREAM NODE ELEVATION = 50.68 FLOWLENGTH(FEET) = 155.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 35.66 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 11.29 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS), (MIN.) (INCH/HOUR) (ACRE) 1 31.64 8.22 3.876 11.73 2 33.54 8.84 3.724 11.73 3 33.74 9.96 3.489 11.73 4 35.66 11.29 3-255 11.73 5 35.59 11.39 3.240 11.73 ' ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 162.54 12.17 3.124 65.73 ' 2 180.10 14.54 2.833 65:73 3 182.56 15.13 2.772 65.73 4 184.06 15.79 2.708 65.73 ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 141.44 8-22 3.876 2 151.61 8.84 3.724 ' 3 166.71 9.96 3.489 4 186.51 11.29 3.255 5 187.70 11.39 3.240 6 196.86 12.17 3.124 ' 7 211.23 14.54 2.833 8 213.02 15.13 2.772 9 213.81 15.79 2.708 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: '+ 3S 71 1 PEAK FLOW RATE(CFS) = 213.81 TC(MIN.) = 15-79 TOTAL AREA(ACRES) = 77.46 FLOW PROCESS FROM NODE 21-00 TO NODE 21.00 IS CODE = 8 ----------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.708 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8749 SUBAREA AREA(ACRES) _ .61 SUBAREA RUNOFF(CFS) = 1.45 ' TOTAL AREA(ACRES) = 78.07 TOTAL RUNOFF(CFS) = 215.26 TC(MIN) = 15.79 ' xxxllxWW#x11++##WW*W**xxx#1111+1++x*##111r**!r*xx##11#11111if #1111rr1+�m��1 � ��� u ' FLOW PROCESS FROM NODE 21,00 TO NODE 24.00 IS CODE 4 ---------- _---- _____________________________ >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 72.0 INCH PIPE IS 50.9 INCHES P IPEFLOW VELOC ITY(FEET/SEC.) 10.1 UPSTREAM NODE ELEVATION = 50.68 - DOWNSTREAM NODE ELEVATION = 48.68 ' FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 215.26 TRAVEL TIME(MIN.) = .83 TC(MIN.) = 16-61 ' r*rt++x*++x*++xx+rxx++x*trr*+*x+trx*+*rxr+rtx++rR t**+++xxtrrrtx**+rtxr++tr** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 12 -------------------------- __________________________________________________ ' >===>CLEAR MEMORY BANK # 1 <><________________________________ *+xrt*+xxr*+rt++rx++rr++rxxtRxx+rrx*++xx++rxx+rrxx++rrerxarrxx+rrra*+rrxxtrr FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ' r*x++xxrrrrx++xw+x+w++rar+rrxtrrt++xx++rttrrxx**+rxxxx*++rxa++xx**r+x**+rr** _ FLOW PROCESS FROM NODE 58.00 TO NODE-- 22.00 IS CODE -=_-21 --_-----_-- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 895.00 UPSTREAM ELEVATION = 65.00 DOWNSTREAM ELEVATION = 53.50 ELEVATION DIFFERENCE = 11.50 TC = .303*[( 895.00**3)/( 11 -50)]** -2 = 10.978 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.306 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8783 SUBAREA RUNOFF(CFS) = 19.75 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 19-75 trr+rww++xww++rx++++x*++rtt*rrx++rxxt+rr*+rrxx+rrrx*+xrrx*+rx*+*+rt*+rrxt*++ FLOW PROCESS FROM NODE 22-00 TO NODE 23.00 IS CODE = 3 _- _________________________________________________F_L__W_-_-_-___-___-___-_-___L_O_L_L_-_ >>>>> E TIME THRU SUBAREA=ESS >USING COMPUTER-ESTIMATEDPIPESIZE (NON -PRESSURE FLOW)««<- DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5-5 ' UPSTREAM NODE ELEVATION = 50.12 DOWNSTREAM NODE ELEVATION = 49.18 FLOWLENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 19.75 TRAVEL TIME(MIN J = .72 TC(MIN.) = 11.70 rrx*rrrxr*+rxwrrx++rrwr+Rrrr+rwr+rx*+xrxrr*+err+rx+++erwrrr+rw+rrt+++x*++rww ' FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.192 I L 1 [] 1 1] SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = :8778 SUBAREA AREA(ACRES) = 4.46 SUBAREA RUNOFF(CFS) = 12,50 TOTAL AREA(ACRES) = 11.26 TOTAL RUNOFF(CFS) = 32.24 TC(MIN) = 11.70 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 3 ------------- _------------------------------------- -_____________-__________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 49.18 DOWNSTREAM NODE ELEVATION = 48.68 FLOWLENGTH(FEET) = 110.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.24 TRAVEL TIME(MIN.) = .28 TC(MIN.) = 11.99 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 11 ------------ ________________________________________________________________ »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ------------- I f COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 242.20 Tc(MIN.) = 16.61 TOTAL AREA(ACRES) = 89.33 fi##r!w*iiir+##rxw#+fi##fiew#irfirr#rwwrwfirr#!rliiix�#ew\w+xrfi####!!w!li+r#rxxr* FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 3 ______________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER '(CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.24 11.99 3.151 11.26 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 143.52 9.12 3.661 78.07 2 153.61 9.73 3.534 78.07 3 168.58 10.82 3.332 78.07 4 188.25 12.14 3.128 78.07 5 189.43 12.23 3.115 78.07 6 198.53 13.01 3.012 78.07 7 212.74 15.37 2.748 78.07 8 214.50 15.95 2.692 78.07 9 215.26 16.61 2.633 78.07 ** PEAK FLOW RATE TABLE ** ' STREAM NUMBER RUNOFF (CFS) Tc (MIN.) INTENSITY (INCH/HOUR) 1 168.06 9.12 3.661 2 179.77 9.73 3.534 3 197.69 10.82 3.332 4 218.07 11.99 3.151 ' 5 220.26 12.14 3.128 6 221.31 12.23 3.115 7 229.35 13.01 3.012 8 240.87 15.37 2.748 9 242.05 15.95 2.692 10 242.20 16.61 2.633 I f COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 242.20 Tc(MIN.) = 16.61 TOTAL AREA(ACRES) = 89.33 fi##r!w*iiir+##rxw#+fi##fiew#irfirr#rwwrwfirr#!rliiix�#ew\w+xrfi####!!w!li+r#rxxr* FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 3 ______________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 72.0 INCH PIPE IS 56-2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 48.68 DOWNSTREAM NODE ELEVATION = 47.16 FLOWLENGTH(FEET) = 380.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 242-20 TRAVEL TIME(MIN J = .62 TC(MIN.) = 17.23 x**wrtrtftxa*rteett*wr»»fxwrttttttw*rtrreffff xxx**wr++fttttftrr++fxtrwrrtfrettff FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 12 >CLEAR MEMORY BANK # 1 <<<<< ' tx*xFLOW*rtrrtr»fe*aertafaarterfftt*rwrffttt***wrtrtrtrettfaf*aata**a*w*frteerffaxfwww PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< wwwrtrtrtr++xtwrrtrt:raw+rt+f++fxxrtrtrtfffttx+wtrrffttxaxwxrxwrtrtrtrtwrtfrfxxwxwxwr+wwrt ' FLOW PROCESS FROM NODE 59.00 TO NODE 60_00 IS CODE = 21 ________________ _ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**-2 INITIAL SUBAREA FLOW-LENGTH = 617.00 UPSTREAM ELEVATION = 79.00 DOWNSTREAM ELEVATION = 63.00 ELEVATION DIFFERENCE = 16.00 TC = .303-1( 617.00**3)/( 16.00)]**.2 = 8-221 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.876 ' SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8808 SUBAREA RUNOFF(CFS) = 18.88 TOTAL AREA(ACRES) = 5.53 TOTAL RUNOFF(CFS) = 18.88 wrtr+rt*farww+f*ttttttarr**f*txartrrfr*ffww*w**refff***t**ww*rtfr**t****w**f»f FLOW PROCESS FROM NODE 60.00 -- NODE 25.00 IS CODE = 3 ____________________________________________________________________ PIPEFLOW ' - »= *!*+++all.+.awaal..#aaaaaxiaaaaaaai+xaafw++itof++++aaaw-0-077++++ix*ar+++li+ FLOW PROCESS FROM NODE 27.00 TO NODE ----- IS CODE = 12 »== =CLEAR MEMORY BANK # 1- <<<___________________________________________ ' FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE =. 21 ____________________________________________________________________________ -=»>_RATIONAL METHOD -INITIAL SUBAREA ANALYSIS_<<<< -------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ' TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 168.06 9.80 3.520 89.33 2 179.77 10.39 3.409 89.33 3 197.69 11.48 3.226 89.33 4 218.07 12.62 3.062 89.33 5 220.26 12.78 3.042 89.33 - 6 221.31 12.87 3.030 89.33 7 229.35 13.63 2.935 89.33 , ' 8 240.87 15.99 2.689 89.33 9 242.05 16.57 2.637 89.33 10 242.20 17.23 2.581 89.33 ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.)- (INCH/HOUR) 1 169.17 8.68 3.761 2 185.72 9.80 3.520 ' 3 196.88 10.39 3.409 4 213.89 11.48 3.226 5 233.44 12.62 3.062 6 235.53 12.78 3.042 ' 7 236.52 12.87 3.030 8 244.09 13.63 2.935 9 254.37 15.99 2.689 10 255.29 16.57 2.637 11 255.16 17.23 2.581 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 255.29 Tc(MIN.) = 16.57 TOTAL AREA(ACRES) = 94.86 ��� C�`5 w+rix++r+rlxra++iax�++#ixaa+++ra+++++raa+i++xrla+++#rirwaaa+#iara++++r x a+� •� FLOW PROCESS FROM NODE 25.00 TO NODE ---------- _---- ___________________________ 27.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< ' PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 47.16 DOWNSTREAM NODE ELEVATION = 45.72 FLOWLENGTH(FEET) = 360.00 MANNING -S N = .013 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 255.29 TRAVEL TIME(MIN.) = .66 TC(MIN.) = 17.24 *!*+++all.+.awaal..#aaaaaxiaaaaaaai+xaafw++itof++++aaaw-0-077++++ix*ar+++li+ FLOW PROCESS FROM NODE 27.00 TO NODE ----- IS CODE = 12 »== =CLEAR MEMORY BANK # 1- <<<___________________________________________ ' FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE =. 21 ____________________________________________________________________________ -=»>_RATIONAL METHOD -INITIAL SUBAREA ANALYSIS_<<<< -------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ' TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW -LENGTH = 570.00 UPSTREAM ELEVATION = 61.00 DOWNSTREAM ELEVATION = 54.00 ELEVATION DIFFERENCE _ 7.00 TO = 570.00**3)/( 7.00))**.2 = 9.249 ' .303*11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.633 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SUBAREA RUNOFF(CFS) = 14.96 TOTAL AREA(ACRES) _ .4.68 TOTAL RUNOFF(CFS) = 14.96 4h++###+i#i4#+kit###iix+#rlkx+#ii4fi+#!!!kh#*t+rriiitli#ft#x##rri!!i#i++#rrii FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 ' _________________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (MON-PRESSURE FLOW)««< ' DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION = 48.36 DOWNSTREAM NODE ELEVATION = 45.72 FLOWLENGTH(FEET) = 660.00 MANNING'S N = .013 ' ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.96 TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 11.36 ' i#++iir!!t##rrr##llrrx###iiiix t++lxxx+rlhrtt#aiirr llh xxfit#+#i+il ltt 4+rliilxx FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 11 --------------------------------------------------------------------------- »___CONFLUENCE-MEMORY BANK #-1 WITH THE MAIN -STREAM MEMORY«--=---------- **MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.96 11.36 3.244 4.68 ' ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 169.17 9.31 3.620 94.86 2 185.72 10.41 3.404 94.86 - 3 196.88 10.99 3.304 94.86 ' 4 213.89 12.07 3.138 94.86 5 233.44 13.21 2.986 94.86 6 235.53 13.37 2.967 94.86 7 236.52 13.46 2.956 94.86 ' 8 244.09 14.22 2.868 94.86 9 254.37 16.65 2.630 94.86 10 255.29 . 17.24 2.580 94.86 11 255.16 17.90 2.527 94.86 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 181.42 :9.31 3.620 2 199.43 10.41 3.404 3 211.35 10.99 3.304 4 216.28 11.36 3.244 S 228.36 12.07 3.138 6 247.21 13.21 2.986 7 249.22 13.37 2.967 8 250.15 13.46 2.956 9 257.32 14.22 2.868 10 266.49 16.65 2.630 ' 11 267.18 17.24 2.580 12 266.81 17.90 2.527 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 PEAK FLOW RATE(CFS) = 267.18 TC(MIN.) = 17.24 TOTAL AREA(ACRES) = 99.54 t tx+rrrtwwr+rr�r:+rrrrr++rttt+rx»t+xrrrrwt+++rtrrrerrrrrwrttwxxw+++++rttrrrxxfl _ 8 C�S � FLOW PROCESS FROM NODE 27.00 TO NODE 28-00 IS CODE = 3 ' ' ---------- _---- _____________________________________ »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ' ------------- DEPTH OF FLOW IN 75-0 INCH PIPE IS 58.0 INCHES PIPEFLOW VELOCITY(FEET/SEL.) = 10.5 UPSTREAM NODE ELEVATION = 45.72 DOWNSTREAM NODE ELEVATION = 44.70 FLOWLENGTH(FEET) = 255-00 MANNING'S N = .013 ' ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 267.18 TRAVEL TIME(MIN.) _ .40 TC(MIN.) = 17.64 ' txttxx+++trttt+rrtt++rrewtx+++tttx+r+rtrxxxx+++rrxxx++++r++rrrrrwxxtr+rrrrxr FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 12 ----------------------------- _______________________________________________ _====CLEAR MEMORY BANK #_1 «_____________________________________________ rrww+++trrtrrxt+trrxx+rrrrrw++rrrttxxrrrrwtww++++rrrxxwx+++++++rrrwwxw+++rrrt FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< +txtw+++ttrtxt+rrtttxrrrrxrwx rrrtrw+++rrrrw:x+xxrrrwwx+awr++rrr rww+w++rrrttw FLOW PROCESS FROM NODE 62.00 TO NODE 41.00 IS CODE = 21 METHOD INITIAL SUBAREA ANALYSIS««< »>>>RATIONAL ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ' TC = K*((LENGTH**3)/(ELEVATION CHANGE)]** -2 INITIAL SUBAREA FLOW -LENGTH = 570.00 UPSTREAM ELEVATION = 82.00 ' DOWNSTREAM ELEVATION = 67-00 ELEVATION DIFFERENCE = 15.00 TC = .303*[( 570.00**3)/( 15.00)]** -2 = 7.941 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.950 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8811 ' SUBAREA RUNOFF(CFS) = 16.64 TOTAL AREA(ACRES) = 4.78 TOTAL RUNOFF(CFS) = 16.64 ' exw+++rxr rttr+++rrrrrxw+++rrtttwx++rrrext++++xxtww++rtrtw++++rrrtrttt+++rrret . FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 3 ---- _------------------- _________________________________________________ PIPEFLOW TRAVELTIME THRU SUBAREARESSURE <<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON PRESSURE FLOW)««< >>>>>COMPUTE COMPUTER -ESTIMATED FLOW_ _-__-----_ DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 54.95 DOWNSTREAM NODE ELEVATION = 54.55 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) _- 27.00 NUMBER OF PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 16.64 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 8-26 _ +x+++rwrtwww++wrww+wa+++xxtxww+a++rtrrrw+++rrttw+rr++rrt++*rwrwwx+++rrrrrxw+ FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 8 ------------------------------- _---------- ___----- ____---- __________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.867 ' SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8808 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 8.86 . TOTAL AREA(ACRES) = 7.38 TOTAL RUNOFF(CFS) = 25.49 ' TC(MIN) = 8.26 txtxxxx++wrrrtx++rtrxrtx++++rextxx++++rrrxttwrxrrrxtwttwxxwwtxtt+txx++x+++++ FLOW PROCESS FROM NODE 42.00 TO NODE 45_00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION = 54.55 DOWNSTREAM NODE ELEVATION = 53.87 ' FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.49 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 8.69 t++++wt+r+++++wrrwrxxx+++++rtwxrwxt+++x+++++rwrwrwwwwxrxxxxx+++x+++r+++ FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 12 ____________________________________________________________________________ ' »»>CLEAR MEMORY BANK # 2 ««< x+x+x+++++r+rrrw++w+rwtttxxtwx+++r+rxwtttx++x+arrrrr+++++rtxttwxtxx++x++++++ ' FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 ______________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK #.2 ««< 1+wttxrxx++x+++rrr+x+xx++++wwwwtrtrxtxxr+++++rtrttttwttewtxx+w++rr+wrtwwrerrt FLOW PROCESS FROM NODE 61.00 TO NODE 40.00 IS CODE = 21 ------------------------------------------------- __>>>RATIONAL METHODINITIALSUBAREA ANALYSIS=-=-------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 665.00 UPSTREAM ELEVATION = 83.00 DOWNSTREAM ELEVATION = 69.50 ELEVATION DIFFERENCE = 13.50 TC = .303*C( 665.00**3)/( 13.50))**.2 = 8.896 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8802 SUBAREA RUNOFF(CFS) = 22.05 TOTAL AREA(ACRES) = 6.75 TOTAL RUNOFF(CFS) = 22.05 +++wrwer rtxxx++rrrrrrixxrxt+++r+rrw+twrwttxxx+x+++xw+wrtttwxtx++x+++++++++ww FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< ==»USING USER-SPECIFIED PIPESIZE«______________________________________ DEPTH OF FLOW IN 54.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 ' UPSTREAM NODE ELEVATION = 55.63 I DOWNSTREAM NODE ELEVATION = 53.87 ' FLOWLENGTH(FEET) = 440.00 MANNING -S N = .013 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIPEFLOW.THRU SUBAREA(CFS) = 22.05 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 10.19 ' ee\rrr rreei\ew\rrxr+rrr+rrr\r\xrrerrrrxxr\r\rrrrrxxxwwrrrrrxrxxxrxrxxxw+x+++ FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 11 ____________________________________________________________________________ ' - >____CONFLUENCE_MEMORY-BANK-#_2 WITH THE MAIN -STREAM -MEMORY_<_«---------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.05 10.19 3.445 6.75 ' ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.49 8.69 3.758 7.38 ' ** PEAK FLOW RATE TABLE rr STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 44.31 8.69 3.758 2 45.42 10.19 3.445 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.42 Tc(MIN.) = 10.19 1 TOTAL AREA(ACRES) = 14.13 +xxrrrrrrrrrrrrxrr»\rrr\xrx\rwrrxxwr\rrx\x\err\rrrrrrr+++++xxxxxrxrrwwxwxxr FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 12 ' -->=_»CLEAR MEMORY BANK -#-3-««<__________________________________________ ' rxxxx+rrxrxxrxxxxrxxx+xx+rxxx+x\xrrrxxx+xxxwx+xxxxxr+xwwr\rrr\+rrxr+++rxxxxx FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 ____________________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< 1 _ _______________________________ xxx xrxxxxxxxraxxxxx+xxxxxxxxx+x+xxxxxwwx\rrrxexxwwww\r+xrrrrr\xrrrrrrrxr+rr+ ' FLOW PROCESS FROM NODE 63_00 TO NODE 43.00 1S CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW -LENGTH = 231.00 UPSTREAM ELEVATION = 55.92 DOWNSTREAM ELEVATION = 55.00 ELEVATION DIFFERENCE _ .92 TC = .303*[( 231.00**3)/( .92))**.2 = 8.065 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.917 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810 SUBAREA RUNOFF(CFS) = 4.11 TOTAL AREA(ACRES) = 1.19 TOTAL RUNOFF(CFS) = 4.11 r+x+x+r+r+xxxxx44txtx+xx+44+44*rr*x*xxxxxx\rxxrrrxx\rr wx\xrxrx+*x\+xxrrxrrx+ FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 3 I 1 I »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< _ >__>USING COMPUTER -ESTIMATED PIPESIZE_(NON-PRESSURE-FLOW)<---- _---------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.0 ' UPSTREAM NODE ELEVATION = 55.00 DOWNSTREAM NODE ELEVATION = 54.51 FLOWLENGTH(FEET) = 110.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.11 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 8.53 _ +++r+++x++x+rrrrrrrr++rrrrrrrrxrrrxxrexxrwwxrrrrrrrrrr+xr+rrtrwrxrwrwrxxxrxr FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 8 ------- ____-------- _---- _________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<c« ___________ ' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.799 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8805 SUBAREA AREA(ACRES) = 2.04 SUBAREA RUNOFF(CFS) = 6.82 TOTAL AREA(ACRES) = 3.23 TOTAL RUNOFF(CFS) = 10.93 ' TC(MIN) = 8.53 trr+wtt+r++r++rwrrrrrxrxtttttr+r+rxr+rr++r++t++r++r+++++rrrrrrrrxwwxtwwxxwwx FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 3 ---------- _---- _____________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION = 54.51 DOWNSTREAM NODE ELEVATION = 53.87 FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.93 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 9.08 t+r+++xxrrrrrrrrrrrrxrrrwrwxxtxrtrwrrxrxrrrrrxrrrrrrrrrrxxrrwrwrrrxxxxxxrxxr FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 11 I>_»_CONFLUENCE MEMORY BANK 9 3 WITH THE MAIN STREAM MEMORY____< -- -- ** MAIN STREAM CONFLUENCE DATA ** 1 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.93 9.08 3.669 3.23 ** MEMORY BANK 9 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.31 8.69 3.758 14.13 2 45.42 10.19 3.445 14.13 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ' 1 54.78 8.69 3.758 2 54.19 9.08 3.669 3 55.68 10.19 3.445 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.68 Tc(MIN.) = 10.19 TOTAL AREA(ACRES) = 17.36 11 +lw+++rrrROCESS++le!!!rrlxlrlrwxrwl+lwxr+rx+FROM NODE 45.00 TO ++++l+!NODE 46.!!!e»lIS+++**DE*=* !w!!!lw+++++++ FLOWP 1 00 CODE = 4 »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 24.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 53.87 DOWNSTREAM NODE ELEVATION = 53.70 - FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUSAREA(CFS) = 55.68 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 10.28 {�lwwwl+wwl+++r++++++lww+r+++++!!+t!!!!!lr+lrrrrr+rrrw 11 wf wf l+l++l++l+!!!t!!++ FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 8 -_____ADDITION OF SUBAREA -TO MAINLINE PEAKFLOW ---------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.429 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8789 SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 18.79 TOTAL RUNOFF(CFS) = 59.99 TC(MIN) = 10.28 trrrrrrrr+wl++wwwwwwrrrrrr++++wx+wwwwwwxrwxwwwrrrw+rrwwwwwwwwwwwrwwrwww+wwxr+ FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 4 ____________________________________________________________________________ 1 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »» «« >USING USER-SPECIFIED PIPESIZE< ______________ _________ _ DEPTH OF FLOW IN 60.0 INCH PIPE IS 25.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 53.70 DOWNSTREAM NODE ELEVATION = 53.04 FLOWLENGTH(FEET) = 165.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 59.99 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 10.65 ' FLOW PROl+++l++l++!!llwrwwrrrr++++++++wlw+++r+!!+wlxwwlwww+!!+!w!e!lwwwwwwwwwxwwrwww CESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.363 SOIL CLASSIFICATION IS "B" COMMERCIAL .DEVELOPMENT RUNOFF COEFFICIENT = .8786 SUBAREA AREA(ACRES) = 2.87 SUBAREA RUNOFF(CFS) = 8.48 TOTAL AREA(ACRES) = 21.66 TOTAL RUNOFF(CFS) = 68.47 TC(MIN) = 10.65 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 68.71 9.16 2 67.80 9.54 3 68.47 10.65 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 68.71 Tc(MIN.) = 9.16 +++++lx+r+++!!wwl+++r+++!!!!wlewwwxrrr+xrwxxxwrrwr+wrrxrrrrrrrrxxr+wwxxrxrrx FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 4 ---------- _---- _------------ ------------------------ »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< I [] DEPTH OF FLOW IN 60.0 INCH PIPE IS 27.9 INCHES 1 PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 53.04 DOWNSTREAM NODE ELEVATION = 49.42 FLOWLENGTH(FEET) = 910.00 MANNING'S N = .013 ' GIVEN PIPE DIAMETER(INCH) _ -60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 68.71 'TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 11.13 rrxtttttttwtttrtrttttttrxwrttttrrrtetrtr�rrrtrtrt++ttttrrrtrt+rta+r+ttetertrtrtrtrtaaxx FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 12 ' ----------------- ___________________________________________________________ »»>CLEAR MEMORY BANK # 2 ««< rrtrtrt+rt+rtrtrtxrt++raaaa+rt++rtrt++ata+xaxt+wxxx+x»rtwrr++rta awr+rtrt+rtaxaaaxxxwrrttrtrtrt FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 1S CODE = 10 ______________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< aaxtwwwwwwtxxwrtte+ttxtwx»tttrtrrtrtrtrtrtrtrtrtrtx+aa+r++rtrtrta+traxttxttxrtrtrtrtrt+axxx FLOW PROCESS FROM NODE 72.00 TO NODE 30.00 IS CODE = 21 METHOD SUBAREA ANALYSIS-«« --»»=RATIONAL- -INITIAL ------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 460.00 UPSTREAM ELEVATION = 67.00 DOWNSTREAM ELEVATION = 65.50 ELEVATION DIFFERENCE = 1.50 TC = .303*[( 460.00**3)/( 1.50)]**.2 = 11.067 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.292 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8783 SUBAREA RUNOFF(CFS) = 9.40 TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 9.40 wa+xxxxxxwwtwwtettrrrtrtrtrtrtrt+rtrta++ata+aawaarxttrtt rtrtaaaattwtrtrrtrt+rt+aaaaxxwrr trt FLOW PROCESS FROM NODE 30.00 TO NODE 33.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< »=>_USING COMPUTER -ESTIMATED PIPESIZE_(NON-PRESSURE-FLOW)_<<<< ' - ------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.9 UPSTREAM NODE ELEVATION = 55.34 DOWNSTREAM NODE ELEVATION = 54.30 FLOWLENGTH(FEET) = 220.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = i PIPEFLOW THRU SUBAREA(CFS) = 9.40 TRAVEL TIME(MIN.) _ .75 TC(MIN.) = 11.82 txtwxwtrrtrtrtrtrtrtrtrtrtrt+++aa+attttirtrtrtrtrtrt+rtrt++aa+ata+xxwwrtrrtrt++raaaawwwwtrrtrrtrtrt 1 FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE _ 12 _________________________________________________ »»>CLEAR MEMORY BANK # 3 ««< trrttttrrtrrtrertrtrrtr+twttetetttrrtrtrtrtrttxxtttrrrtrttttrtrtrtrtrtrtrtrtxtttttrtrtrta+xaaxwtt+ - FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 10 ---------------------------------------------------------------------------- [] »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 «<c< +a++rrwrwrrwrwwwwrwxwxxwwrrrwrwwwwwrw+w+wrwwrtxt++r+wxxxxtar+rrrwxttt+rwxxxx FLOW PROCESS FROM NODE 64_00 TO NODE 31_00_IS CODE = 21 _______________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM - 1 DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 310.00 UPSTREAM ELEVATION = 67.00 DOWNSTREAM ELEVATION = 61.50 ELEVATION DIFFERENCE = 5.50 TC = .303*[( 310.00**3)/( 5.50)]**.2 = 6.735 100 YEAR RAINFALL INTENSI TY(INCH/HOUR) = 4.325 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8824 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) _ .78 TOTAL RUNOFF(CFS) = 2.98 ' ttt++arar++rwx+rrtxxxxxtxtxtxt»txtxtxxttttt+a*r*+txx*x*t**t++awrxtxxxt+++aa FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 3 ____________________________________________________________________________ PIPEFLOW ' -»»= 1 FLOW PROCESS FROM NODE 33.00 TO NODE ' 33.00 IS CODE = 8 OF SUBAREA TO MAINLINE PEAK_FLOW«-------------------------- ->__>>ADDITION 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.950 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8811 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 4.14 TOTAL AREA(ACRES) = 2.89 TOTAL RUNOFF(CFS) = 10.49 TC(MIN) = 7.94 ri+r!}if}+++r!lrr+r#rx+rrx##ffff+rrrr}ffxrriilxr#flxr##fxrlf#+ex#f}xrrr#xrr#} FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 11 _»»CONFLUENCE MEMORY BANK -# 3 WITH THE MAIN -STREAM -MEMORY___«--_------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.49 7.94 3.950 2.89 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.40 11.82 3.175 3.25 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.80 7.94 - 3.950 i2 17.82 11.82 3.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.82 Tc(MIN.) = 11.82 TOTAL AREA(ACRES) = 6.14 #ttf xxx+xii##x+lrr*f4}rrrr!#}lxl xrffllrrirxff xrrf #!r!i#}xxx#i!llf r+i##xrr#ff FLOW PROCESS FROM NODE 33_00 TO NODE 34_00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.2 _ UPSTREAM NODE ELEVATION = 54.30 DOWNSTREAM NODE ELEVATION = 53.92 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.82 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 12.14 - ' rrrr#f!lx+rrrrrffx+++}ff+r+#irrrr+ixx+arrr+f+x+xe!}+++xr}#x+++r##}#+rrr#fxrr FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 ---------------------------------------------------------------------------- >_>>_ADDITION OF SUBAREA -TO MAINLINE PEAK_FLOW<«<<-------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.128 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8774 SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 6.37 TOTAL AREA(ACRES) = 8.46 TOTAL RUNOFF(CFS) = 24.19 TC(MIN) = 12.14 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc ' NUMBER (CFS) (MIN.) 1 24.70 8.26 2 24.19 12.14 1 1 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 24.70 Tc(MIN.) = 8.26 rrrrrtxx+tr+rr#rtrtr#rt+r+rrt+r*rxrx*rtr#*x*rxxxrtrtl+!lrrwr***!»+rr*r*xrltxlr++ FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 __________________________________________________________________"-'--'--- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< . »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION = 53.92 DOWNSTREAM NODE ELEVATION = 51.56 ' FLOWLENGTH(FEET) = 590.00 MANNING'$ N ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.70 TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 9.93 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 ____________________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< S 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.494 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SUBAREA AREA(ACRES) = 5.84 SUBAREA RUNOFF(CFS) = 17.94 TOTAL AREA(ACRES) = 14.30 TOTAL RUNOFF(CFS) = 42.64 TC(MIN) = 9.93 rrrrt*+***r*r+rrlrrrrrrrrr!!rr*rrtrrt*+****r*rt****xlxxxlrlre+r*x**xrxxxwxxlrrwr S FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< 1 COMPUTER -ESTIMATED PIPESIZE ______USING -(NON-PRESSURE_FLOW)_<<<<------_ DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION = 51.56 ' DOWNSTREAM NODE ELEVATION = 51.18 FLOWLENGTH(FEET) = 95.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 i PIPEFLOW THRU SUBAREA(CFS) = 42.64 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 10.16 +rwrlrlrrrrr!!!!!!lerrrrrrrrrrtrrrrrrr+#**a*a**x#rxxxlrw rxrrrrrrrrlrrrrr#+#++ FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8 ------------- ____------- ____ -------- _---- _________________________________ >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.449 SOIL CLASSIFICATION IS "B" _ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8790 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 16.24 TOTAL RUNOFF(CFS) = 48.52 - TC(MIN) = 10.16 x#x*xxxxlxrwrxxxxlerrwrrrrr*r*+*xx*************###xxxx!lxxr#!!!!lrrrrrrrrrrr ' FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 3 _____ ----- _---- _------------------------------------ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«c« . DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.3 INCHES PI PE FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION = 51.18 rrl:lrrRlrRRrrRRRRRRRRRR*RRRRRrtrrtlxttxRxrxrx!lrr0-0-IS*xtr!!rR*rRR*rt+rtlxxxx! FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 12 ------------------------------------------------------------------ »»>CLEAR MEMORY BANK # 3 ««< 1 trrlrr rrrlRrrRRrRr*RRRRRR++R***R+f ii xx xxxtx xx»*rRRRRiii+t+tr!!!r!!!+lRRRR1f FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 10 - >=»>MAIN_STREAM MEMORY COPIED ONTO MEMORY BANK # 3 _««----------------- R!*!!!!*R**!!!!!!!**iiti+fiiiit*xi*!!!!!+!!!!**rt*11**x*x*!!*+xx*I**** irtiiiri DOWNSTREAM NODE ELEVATION = 50.82 FLOWLENGTH(FEET) = 90.00 MANNING'S N = .013 ' ESTIMATED PIPE DIAMETER(INCH) _ 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 48.52 TRAVEL TIME(MIN.) _ .22 TC(MIN.) = 10.39 ' it rtr!!rlxxllfx*ix+i+ii+fxfx+ixi+rxtxxrlrrrRR+++1trxRR++++»rRR+*+i*iR*RR+++ ' FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 8 ------------------------------------------------------------------- OF SUBAREA PEAK_FLOW__<________________+_----___ _-»»-ADDITION -TO -MAINLINE 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.409 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8788 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 6.44 TOTAL AREA(ACRES) = 18.39 TOTAL RUNOFF(CFS) _ .54.96 TC(MIN) = 10.39 ' x»rrrlrreRrlrlRrreR+RRRRRRR**RRR+*+x+*ixxxxftFROM»RBBB*+xilrRr++**++++xxxrRRR+ FLOW PROCESS NODE 37.00 TO NODE 38.00 IS CODE = 3 I --------------------------------- ___________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< =___USING COMPUTER -ESTIMATED PIPESIZE-(NON-PRESSURE-FLOW)---------------- -_ DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 1 UPSTREAM NODE ELEVATION = 50.82 DOWNSTREAM NODE ELEVATION = 49.98 FLOWLENGTH(FEET) = 210.00 MANNING'S N = .013 _ ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = i PIPEFLOW THRU SUBAREA(CFS) = 54.96 ' TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 10.88 rrl:lrrRlrRRrrRRRRRRRRRR*RRRRRrtrrtlxttxRxrxrx!lrr0-0-IS*xtr!!rR*rRR*rt+rtlxxxx! FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 12 ------------------------------------------------------------------ »»>CLEAR MEMORY BANK # 3 ««< 1 trrlrr rrrlRrrRRrRr*RRRRRR++R***R+f ii xx xxxtx xx»*rRRRRiii+t+tr!!!r!!!+lRRRR1f FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 10 - >=»>MAIN_STREAM MEMORY COPIED ONTO MEMORY BANK # 3 _««----------------- 1 R!*!!!!*R**!!!!!!!**iiti+fiiiit*xi*!!!!!+!!!!**rt*11**x*x*!!*+xx*I**** irtiiiri FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 -------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW -LENGTH = 402.00 - ' UPSTREAM ELEVATION = 52.25 DOWNSTREAM ELEVATION = 50.64 ELEVATION DIFFERENCE = 1.61 'TC = .303*[( 402.00**3)/( 1.61))**.2 = 10.064 ' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.468 SOIL CLASSIFICATION IS "B" -COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8791 SUBAREA RUNOFF(CFS) = 7.29 ' TOTAL AREA(ACRES) = 2.39 TOTAL RUNOFF(CFS) _ 7.29 Rf ifllf ilii44++R1*iiR+f RRRR!!!!!R!R!R*RRiiflf iif *!!!!!R!!!*RR1Ri+RR*ii+lf iii I 1 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.04 Tc(MIN.) = 10.88 TOTAL AREA(ACRES) = 21.07 FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 3 ____________________________________________________________________________ »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPEFLOW VELOCITY(FEET/SEL.) = 4.4 UPSTREAM NODE ELEVATION = 50.64 DOWNSTREAM NODE ELEVATION = 50.29 FLOWLENGTH(FEET) = 87.00 MANNING'S N = .013 ' ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) = 7.29 NUMBER OF PIPES = 1 TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 10.40 wxxxrt++x+++xxxxx+rt++xxxxrtxrt+rtxrtxrtwxt#+tx rtr xxrxrrrrw+wxttxrrrrrrwrwwww+xtwrx FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 8 _________________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.407 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8788 ' SUBAREA AREA(ACRES) _ .29 SUBAREA RUNOFF(CFS) _ .87 TOTAL AREA(ACRES) = 2.68 TOTAL RUNOFF(CFS) = 8.16 TC(MIN) = 10.40 wwrtrtrtx++xtrtxxwxtxxxxxxirtrtx+#w++tttx+w+x+xrrrrrrrrrwwxxwtrrwrrwwwwwwrtwx++x+tw FLOW PROCESS FROM NCDE 67.00 TO NODE 38.00 IS CODE = 3 ------------------------------------ _____________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >>>>> --USING PIPESI ZE-(NON (NON -PRESSURE LOW)=«<=----_-----_ - DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION = 50.29 DOWNSTREAM NODE ELEVATION = 49.98 FLOWLENGTH(FEET) = 77.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.16 ITRAVEL TIME(MIN.) _ .29 TC(MIN.) = 10.68 t++#rrrwrrwwwwwwwwwwrtwwwwwwrwrrtrt+xxxx+xr++rrrtrrwrrwxxxxx xxxrrwrwrrrrrrwwwwx FLOW PROCESS FROM NODE 38.00 TO NODE ---- _____---- _--- _----------- 38.00 IS CODE = 11 ______________________ »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAINSTREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.16 10.68 3.356 2.68 ' ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 54.96 10.88 3.323 18.39 2 49.35 14.84 2.801 18.39 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ' 1 62.14 10.68 3.356 2 63.04 10.88 3.323 3 56.16 14.84 2.801 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.04 Tc(MIN.) = 10.88 TOTAL AREA(ACRES) = 21.07 I +rrf!!w#lffflff!###+++frfllf fffff+fff#!!!!!#xitif leew+++iffxlrf !#!#xrffwx+++ FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< -___>_USING COMPUTER -ESTIMATED PIPESIZE-(NON PRESSURE -FLOW)«=< -----_------ DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 49.98 DOWNSTREAM NODE ELEVATION = 49.66 FLOWLENGTH(FEET) = 75.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 63.04 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 11.04 +ff!llxxx tftfttiilffff#!!w#!#!!!ff#k+fiiiiilff!!#x!i!tllwxxltf!!!f!#x#il+f## FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 IS CODE = 8 ' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.296 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8783 SUBAREA AREA(ACRES) = 2.50 SUBAREA.RUNOFF(CFS) = 7.24 TOTAL AREA(ACRES) 23.57 TOTAL RUNOFF(CFS) = 70.27 ' TC(MIN) = 11.04 la+xxtr�fff�ff##llllxxfxt+tiiffelfflfwxxxtxrt»f fwlxxfffffxxt tt+iiffl+xittre FLOW PROCESS FROM NODE 39_00 TO NODE 48.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.7 INCHES ' PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 49.66 DOWNSTREAM NODE ELEVATION = 49.42 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 70.27 TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 11.18 #xxxrrtfi!!lfwlflllf+lrrffffffflffxtfff!!!!!lffxttr!!!!llxxr!!!!f!lxlxrf!!ff FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 11 ------------------------------------------------------------------------ _»»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««<---------- .. MAIN STREAM CONFLUENCE DATA !• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 69.45 10.99 3.305 21.07 2 70.27 11.18 3.274 21.07 3 62.25 15.15 2.770 21.07 •f MEMORY BANK # 2 CONFLUENCE DATA xx STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.71 11.13 3.282 21.66 2 67.80 11.52 3.219 21.66 3 68.47 12.62 3.062 21.66 *! PEAK FLOW RATE TABLE wt STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH/HOUR) 1 137.28 10.99 3.305 2 138.68 11.13 3.282 [1 1 3 138.82 11.18 3.274 4 136.89 11.52 3.219 5 134.20 12.62 3.062 6 724.18 15.15 . 2.770 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = .138.82 Tc(MIN.) = 11.18 TOTAL AREA(ACRES) = 45.23 'FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 3 ««< *+*tttt+xxwr*w*x rttwwrrttttrrrrrttrr**t*rrr****rxttt****x*rt»******xwwrr*** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< rw***********r**r*******r*r*rx*xw**tt****r********t***********r**r*****+***x FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 21 ____________________________________________________________________________ >____RATIONAL METHOD INITIAL SUBAREA -ANALYSIS____<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH*'3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 1 UPSTREAM ELEVATION = 65.50 DOWNSTREAM ELEVATION = 61.50 ELEVATION DIFFERENCE = 4.00 TC = .303*[( 300.00**3)/( 4.00)]**.2 = 7.038 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.221 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8821 SUBAREA RUNOFF(CFS) = 6.26 TOTAL AREA(ACRES) = 1.68 TOTAL RUNOFF(CFS) = 6.26 ++++xxxxwrrrarrrrr*r**er******++**xxwrrrrrer*****+wwrrrrr***+**x+*rrerr***+* FLOW PROCESS FROM NODE 69.00 TO NODE 48.00 IS CODE = 3 -------- ___---- _____________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<c«< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 49.90 DOWNSTREAM NODE ELEVATION = 49.42 FLOWLENGTH(FEET) = 110.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 7 PIPEFLOW THRU SUBAREA(CFS) = 6.26 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 7.47 ' ****++txxwxwwwxx*xxwwwrrr***++xwxtxxx*trrtrr******+w*w+xwxtrrr*r*+**txxxerrr FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 11 ' ---------------------------------------------------------------------------- -->=»_CONFLUENCE MEMORY BANK-#_3 WITH THE MAIN-STREAM MEMORY<<<<<------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.26 7.47 4.086 1.68 [1 1 'trrrr++t+++araa+a++rrr+++a++arrr+++++++++++++++t+++rrr++++++rar++++++++aaa+r FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< trtttt++++aaaa+aaaee»r+aaaerrrrr++aaer++aaaarrrte+++aaaa+aaaaeer+aaaaarrr++ FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 LJ " MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 137.28 10.99 3.305 45.23 2 138.68 11.13 3.282 45.23 3 138.82 11.18. 3.274 45.23 ' 4 136.89 11.52 3.219 45.23 5 134.20 12.62 3.062 45.23 6 124.18 15.15 2.770 45.23 ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 99.58 7.47 4.086 2 142.34 10.99 3.305 3 143.71 11.13 3.282 4 143.83 11.18 3.274 5 141.82 11.52 3.219 6 138.88 12.62 3.062 7 128.42 15.15 2.770 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 143.83 TC(MIN.) = 11.18 TOTAL AREA(ACRES) = 46.91 rr++++axtttttrrrrrrrettrrr'rrttr+axwrrrrrrrraaawtttrerraarrrtrrr++w rrrrr++aw FLOW PROCESS FROM NODE 48.00 TO NODE ------------ _-------- _---------- _---- _____________________________________ 49.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 41.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 49.42 DOWNSTREAM NODE ELEVATION = 47.46 FLOWLENGTH(FEET) = 495.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 143.83 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 12.07 trrrrrrr+awxtwttrrrt»rt++tr++tawtxrtrtt+++wwwrrrttr+wttttttr+++rwtwttett+ax FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 8 SUBAREA TO MAINLINE PEAK ______ADDITION -OF -FLOW-=-==----------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.138 SOIL CLASSIFICATION IS --B-- B"COMMERCIAL COMMERCIALDEVELOPMENT RUNOFF COEFFICIENT = .8775 SUBAREA AREA(ACRES) = 4.11 SUBAREA RUNOFF(CFS) = 11.32 TOTAL AREA(ACRES) = 51.02 TOTAL RUNOFF(CFS) = 155.15 TC(MIN) = 12.07 awtawwwwarrrrrr+r++atawwrrtttrt++wwawtt+raaaaxwarrrrr++aaaawtrr++a++aaaarrtr FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 12 ____________________________________________________________________________ =====CLEAR MEMORY BANK # 3 'trrrr++t+++araa+a++rrr+++a++arrr+++++++++++++++t+++rrr++++++rar++++++++aaa+r FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< trtttt++++aaaa+aaaee»r+aaaerrrrr++aaer++aaaarrrte+++aaaa+aaaaeer+aaaaarrr++ FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 LJ 1 ------------------------- -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ' INITIAL SUBAREA FLOW -LENGTH = 100.00 UPSTREAM ELEVATION = 66.00 DOWNSTREAM ELEVATION = 65.50 ELEVATION DIFFERENCE _ .50 ' TC = .303*1( 100.00**3)/( .50)I**.2 = 5.518 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 SOIL CLASSIFICATION IS --B-- COMMERCIAL B"COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8839 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) _ .41 TOTAL RUNOFF(CFS) = 1,75 +++++rxxx+txxrttxttrx+x+t++t+w+w++x+wxxxxxrxttxrttrtrr++++rxt»rrrrrrr+wxwww FLOW PROCESS FROM NODE 71.00 TO NODE 49.00 IS CODE = 3 ---------- _---- _____________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.1 UPSTREAM NODE ELEVATION = 48.22 DOWNSTREAM NODE ELEVATION = 47.46 FLOWLENGTH(FEET) = 191.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.75 1 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 6.56 r+++++++t++++x+++++tx+++++w++xtxxx++ttrr»xxxttrrtatr+++++++++trrxrtxrrrrtww FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAINSTREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.75 6.56 4.388 .41 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 113.40 8.45 3.818 51.02 2 153.75 11.89 3.165 51.02 3 155.05 12.03 3.145 51.02 4 155.15 12.07 3.138 51.02 5 152.96 12.43 3.089 51.02 6 149.50 13.53 2.948 51.02 7 138.06 16.07 2.682 51.02 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 89.81 6.56 4.388 2 114.92 8.45 3.818 3 155.01 11.89 3.165 4 156.30 12.03 3.145 5 156.40 12.07 3.138 6 154.19 12.43 3.089 7 150.68 13.53 2.948 ' 8 139.13 16.07 2.682 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 156.40 Tc(MIN.) = 12.07 I TOTAL AREA(ACRES) = 51.43 rtwtr»rrwf f f fttt»tttrtwwxf tttttet**rwff teettw wf t twwwf tttrwttertwtttrwf a*rtrwwx FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 4 >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 43.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 47.46 DOWNSTREAM NODE ELEVATION = 47.12 FLOWLENGTH(FEET) = 85.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 156.40 TRAVEL TIME(MIN.) = .15 TC(MIN.) = 12.23 ttrrrtwwtt»rwwf f tf»xtterrtrtrtwwwf tetrtrtwttttetww f tttwrtwtttrtw»ttrtrtrtw w»rwf wf tt FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 ____________________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.116 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8774 SUBAREA AREA(ACRES) _ .92 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 52.35 TOTAL RUNOFF(CFS) = 158.92 TC(MIN) = 12.23 FLOW PROCESS FROM NODE 50.00 TO NODE 8 00 IS CODE = 4 _____________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 43.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 47.12 DOWNSTREAM NODE ELEVATION = 44.70 FLOWLENGTH(FEET) = 595.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ .158.92 q TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 13.27 xxrtrtrtrtwwxerrtwrtwwxftttrrtw wxtttertrtwwterrtwwxtttr rtrtwwttrrtrtxxttrtwxtxwttrtrtwxxtttrtrt \ V QG�� P�s1� FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 11 »_CONFLUENCE MEMORY BANK #_1 WITH THE MAIN -STREAM MEMORY««<--------_- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 93.32 7.92 3.957 51.43 2 117.98 9.73 3.533 51.43 3 157.55 13.09 3.002 51.43 4 158.82 13.23 2.984 51.43 5 158.92 13.27 2.979 51.43 6 156.66 13.63 2.936 51.43 7 153.04 14.73 2.812 51.43 8 141.28 17.30 2.575 51.43 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 181.42 9.75 3.529 99.54 2 199.43 10.85 3.328 99.54 3 211.35 11.42 3.236 99.54 4 216.28 11.79 3.179 99.54 5 228.36. 12.49 3.080 99.54 6 247.21 13.63 2.936 99.54 7 249.22 13.78 2.918 99.54 8 250.15 13.87 2.907 99.54 ' 9 257.32 14.62 2.824 99.54 10 266.49 17.06 2.595 99.54 11 267.18 17.64 2.548 99.54 12 266.81 18.30 2.497 99.54 ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 240.65 7.92 3.957 ' 2 299.00 9.73 3.533 3 299.26 9.75 3.529 4 330.02 10.85 3.328 5 348.80 11.42 3.236 6 358.22 11.79 3.179 7 378.73 12.49 3.080 8 395.03 13.09 3.002 9 398.80 13.23 2.984 10 399.74 13.27 2.979 11 403.86 13.63 2.936 12 403.84 13.63 2.936 13 404.93 13.78 2.918 .� 14 405.29 13.87 2.907 15 409.20 14.62 2.824 16 409.28 14.73 2.812 17 . 407.70 17.06 2.595 18 405.73 17.30 2.575 ' 19 406.94 17.64 2.548 20 403.78 18.30 2.497 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 409.28 Tc(MIN.) = 14.73 TOTAL AREA(ACRES) = 151.89 i +++xrr++xwrw+xxxxx+++xxrr+xxrxr+xrwr+++rx+++rw+++xrr++xwr++xrr+++xrxr++xwxx+ FLOW PROCESS FROM NODE 28.00 _________________________________________________________________________ TO NODE 28.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.812 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8756 SUBAREA AREA(ACRES) = 14.56 SUBAREA RUNOFF(CFS) = 35.85 TOTAL AREA(ACRES) = 166.45 TOTAL RUNOFF(CFS) = 445.14 TC(MIN) = 14.73 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) 1 291.42 (MIN.) 7.92 2 344.24 9.73 3 344.44 9.75 4 372.58 10.85 5 390.16 11.42 - 6 398.85 11.79 7 418.06 12.49. 8 433.34 13.09 9 436.89 10 437.76 13.23 13.27 11 441.32 13.63 12 441.30 13.63 13 442.15 13.78 14 442.38 13.87 15 445.20 14.62 16 445.14 14.73 17 440.73 17:06 ' 18 438.50 17.30 19 439.35 17.64 20 435.53 18.30 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 445.20 Tc(MIN.) = 14.62 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) _ *** Tc(MIN.) 14.62 TOTAL AREA(ACRES)= 166.45 PEAK FLOWRATE TAB O(CFS) Tc(MIN.) ' 1 291.42 7.92 2 344.24 9.73 3 344.44 9.75 4 372.58 10.85 QQtf v ' S 390.16 11.42 6 398.85 11.79 7 418.06 12.49 8 433.34 13.09 ' 9 436.89 13.23 10 437.76 13.27 11 441.32 13.63 12 441.30 13.63 13 442.15 13.78 ' 14 442.38 13.87 15 445.20 14.62 16 445.14 14.73 17 440.73 17.06 18 438.50 17.30 19 439.35 17.64 20 435.53 18.30 END OF RATIONAL METHOD ANALYSIS - 1 1 T LwP. m . OtJ O -C P. ce- cb, O I 1 1 1 1 I 1 1 [_ 1 L� [1 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1264 ' Analysis prepared by: ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 92591-4679 (909) 676-8042 FAX (909) 676-7240 ---------------------------------------------------------------------- TIME/DATE OF STUDY: 10:23 6/20/1997 ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW tTEMPORARY DRAINAGE CHANNEL A Q100 = 57.9 CFS, 5=0.43!k ************************************************************************** ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- ' CHANNEL Z1(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 57.90 MANNINGS FRICTION FACTOR = .0300 E:IL Mb'P.fJG$iLTly r1.O b -n NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- ' >>>>> NORMAL DEPTH(FEET) = 1.68 FLOW TOP-WIDTH(FEET) = 15.11 FLOW AREA(SQUARE FEET) = 16.93 = e•S pV— HYDRAULIC DEPTH(FEET) = 1.12 ' FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.42 ROUDE NUMBER = .569 PRESSURE + MOMENTUM(POUNDS) = 1124.31 AVERAGED VELOCITY HEAD(FEET) _ .182 ' SPECIFIC ENERGY(FEET) = 1.866 _---CRITICAL-DEPTH FLOW INFORMATION:________________________________________ ----------------------------------_----------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) 12.49 CRITICAL FLOW AREA(SQUARE.FEET) = 10.91 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .87 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.31 CRITICAL DEPTH(FEET) = 1.25 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ 959.60 .437 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.685 ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW tTEMPORARY DRAINAGE CHANNEL A.1 Q100 = 127.2 CFS, S= 0.47!k ************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<< ' CHANNEL Z1(HORIZONTAL/VERTICAL) 3.00 ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW '* TEMPORARY DRAINAGE CHANNEL * Q100= 231.9 CFS, S= 0.4316 » »CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- ' CHANNEL Zl(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 231.90 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: - ---- --=----------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 3.22 FLOW-TOP--WIDTH(FEET) = 24.31 a 8 o�L FLOW AREA(SQUARE FEET) = 47.15 .- HYDRAULIC DEPTH(FEET) = 1.94 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004700 UNIFORM FLOW(CFS) = 127.20 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: ____________________________________________________________________ »»> NORMAL DEPTH(FEET) = 2.40 --- (`i�s�cp�t� PLOW TOP-WIDTH(FEET) = 19.39 CZ�oraC FLOW AREA(SQUARE FEET) = 29.23 HYDRAULIC DEPTH(FEET) = 1.51 ' FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.3 -5 --VA ti 1--> _ t- UNIFORM FROUDE NUMBER = .624 PRESSURE + MOMENTUM(POUNDS) = 2829.29 4) AVERAGED VELOCITY HEAD(FEET) _ .294 SPECIFIC ENERGY(FEET) = 2.692 ----CRITICAL-DEPTH FLOW INFORMATION:________________________________________ 1 - -------------- --------------_ ----- CRITICAL FLOW TOP-WIDTH(FEET) 16.34 CRITICAL FLOW AREA(SQUARE FEET) = 20.16 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.23 ' CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 6.31 CRITICAL DEPTH(FEET) = 1.89 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 2533.34 ' AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .618 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.508 ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW '* TEMPORARY DRAINAGE CHANNEL * Q100= 231.9 CFS, S= 0.4316 » »CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- ' CHANNEL Zl(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 231.90 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: - ---- --=----------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 3.22 FLOW-TOP--WIDTH(FEET) = 24.31 a 8 o�L FLOW AREA(SQUARE FEET) = 47.15 .- HYDRAULIC DEPTH(FEET) = 1.94 ' FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.92 UNIFORM FROUDE NUMBER = .622 PRESSURE + MOMENTUM(POUNDS) = 5904.32 ' AVERAGED VELOCITY HEAD(FEET) _ .376 SPECIFIC ENERGY(FEET) = 3.593 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CRITICAL -DEPTH FLOW INFORMATION_ ------ ------------ CRITICAL FLOW TOP-WIDTH(FEET) = 20.34 CRITICAL FLOW AREA(SQUARE FEET) = 32.40 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.59 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.16 CRITICAL DEPTH(FEET) = 2.56 1 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5279.73 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .795 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.352 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW tTEMPORARY DRAINAGE CHANNEL Q100= 244.9 CFS, S= 0.43°s ************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<< '-- ----------------------------_--------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 244.90 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- ' >>>>> NORMAL DEPTH(FEET) = 3.30 FLOW TOP-WIDTH(FEET) = 24.79 C�> m OVA FLOW AREA(SQUARE FEET) = 49.12 HYDRAULIC DEPTH(FEET) = 1.98 ' FLOW AVERAGE VELOCITY(FEET/SEC ) = 4.99 UNIFORM FROUDE NUMBER = .624 PRESSURE + MOMENTUM(POUNDS) = 6300.97 AVERAGED VELOCITY HEAD(FEET) _ .386 SPECIFIC ENERGY(FEET) = 3.684 ----CRITICAL-DEPTH FLOW INFORMATION ---------------------------------------- 1 -------------------------------- -- - -- CRITICAL FLOW TOP-WIDTH(FEET) 20.76 CRITICAL,FLOW AREA(SQUARE FEET) = 33.82 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.63 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.24 CRITICAL DEPTH(FEET) = 2.63 ' CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5642.60 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .814 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.440 ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW TEMPORARY DRAINAGE CHANNEL Q100= 253.5, S= 0.43% tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt tttttt*ttttttttttttttttttttttttttttttttttttttttttttttttttt**ttttttttttttttt >>>>CHANNEL INPUT INFORMATION<<<< CHANNEL Z1(HORIZONTAL/VERTICAL) 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 ' BASEWIDTH(FEET) 5.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 253.50 MANNINGS FRICTION FACTOR = .0300 -==NORMAL-DEPTH FLOW INFORMATION:__________________________________________ ---------------------------------------------------------------------------- ' >>>>> NORMAL DEPTH(FEET) = 3.35 FLOW TOP-WIDTH(FEET) = 25.11 FLOW AREA(SQUARE FEET) = 50.45 % 1 �� ' HYDRAULIC DEPTH(FEET) = 2.01 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.02 UNIFORM FROUDE NUMBER = .625 PRESSURE + MOMENTUM(POUNDS) = 6569.02 ' AVERAGED VELOCITY HEAD(FEET) _ .392 SPECIFIC ENERGY(FEET) = 3.743 ---------------------------------------------------------------------------- 1 CRITICAL -DEPTH FLOW INFORMATION_ CRITICAL FLOW TOP-WIDTH(FEET) = 21.03 CRITICAL FLOW AREA(SQUARE FEET) = 34.77 ' CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.65 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.29 CRITICAL DEPTH(FEET) = 2.67 ' CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5884.90 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .825 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.497 tttttttttttttttttttttttttt DESCRIPTION OF STUDY tttttttttttttttttttttttttt * 100 YEAR FLOW '* TEMPORARY DRAINAGE CHANNEL O * Q= 262.4, S= 0,43% tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 'tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CHANNEL Zl(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 262.40 MANNINGS FRICTION FACTOR = .0300 ---- - - - - - - -- NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------- --------------------------------------------- ----- ---------------------------------------------------------------------------- ' »»> NORMAL DEPTH(FEET) = 3.40 �.` �.y , FLOW TOP-WIDTH(FEET) = 25.40 t FLOW AREA(SQUARE FEET) = 51.70 HYDRAULIC DEPTH(FEET) = 2.D4 Pju��F�b FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.08 UNIFORM FROUDE NUMBER = .627 PRESSURE + MOMENTUM(POUNDS) = 6839.37 ' AVERAGED VELOCITY HEAD(FEET) _ .400 SPECIFIC ENERGY(FEET) = 3.801 CRITICAL -DEPTH FLOW INFORMATION: '--------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) - 21.30' ' CRITICAL FLOW AREA(SQUARE FEET) = 35.73 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.68 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.34 CRITICAL DEPTH(FEET) = 2.72 ' CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 6137.46 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .838 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.554 DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW '* TEMPORARY DRAINAGE CHANNEL O * Q100= 285.9 CFS, S= 0.43. >>>>CHANNEL INPUT INFORMATION<<<< '-------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) - 3.00 Z2(HORIZONTAL VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 285.90 . MANNINGS FRICTION FACTOR = .0300 ---------------------------------------------------------------------------- NORMAL DEPTH FLOW INFORMATION: ' >>>>> NORMAL DEPTH(FEET) = 3.53 FLOW TOP-WIDTH(FEET) = 26.21 FLOW AREA(SQUARE FEET) = 55.15 = HYDRAULIC DEPTH(FEET) = 2.10 6 oK Msrcb vs FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.18 � Tb ' UNIFORM FROUDE NUMBER = .630 PRESSURE + MOMENTUM(POUNDS) = 7575.93 AVERAGED VELOCITY HEAD(FEET) _ .417 ' SPECIFIC ENERGY(FEET) = 3.952 ---_CRITICAL DEPTH FLOW INFORMATION_________________________________________ -------------- --------------- - ---- - -- -- -- -- CRITICAL FLOW TOP-WIDTH(FEET) 21.99 CRITICAL FLOW AREA(SQUARE FEET) = 38.20 ' CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.74 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.48 CRITICAL DEPTH(FEET) = 2.83 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 6812.84 ' AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .870 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.701 ' ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW ,* TEMPORARY DRAINAGE CHANNEL O * Q100= 294.7 CFS, S= 0.43% ************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<< ' CHANNEL Z1(HORIZONTAL/VERTICAL) 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .004300 UNIFORM FLOW(CFS) = 294.70 MANNINGS FRICTION FACTOR = .0300 _____________ NORMAL -DEPTH FLOW INFORMATION: U__= _______________________________________________________________ ---------------------------------------------------------------------------- ' >>>>> NORMAL DEPTH(FEET) = 3.58c FLOW TOP-WIDTH(FEET) = 26.50 FLOW AREA(SQUARE FEET) = 56.45 HYDRAULIC DEPTH(FEET) = 2.13 Q �, ' FLOW AVERAGE VET,nCTTY(FEET /SEC_) = -3-22 UNIFORM FROUDE NUMBER = .630 PRESSURE + MOMENTUM(POUNDS) = 7857.48 ' AVERAGED VELOCITY HEAD(FEET) _ .423 SPECIFIC ENERGY(FEET) = 4.007 CRITICAL -DEPTH FLOW INFORMATION- '-- -------------- ---- ------------ CRITICAL ---------_ CRITICAL FLOW TOP-WIDTH(FEET) 22.24 CRITICAL FLOW AREA(SQUARE FEET) = 39.15 ' CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.76 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.53 CRITICAL DEPTH(FEET) = 2.87 ' CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 7068.79 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .880 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.754 DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW '* TEMPORARY DRAINAGE CHANNEL * Q100= 294.7 CFS, S= 0.35% >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- ' CHANNEL Z1(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .003500 UNIFORM FLOW(CFS) = 294.70 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 3.75 FLOW TOP-WIDTH(FEET) = 27.49 FLOW AREA(SQUARE FEET) = 60.88 HYDRAULIC DEPTH(FEET) = 2.21 ' ************************** DESCRIPTION OF STUDY * 100 YEAR FLOW ,* TEMPORARY DRAINAGE CHANNEL O * Q100 = 344.4 CFS, S= 0.35% ************************************************************************** >>>>CHANNEL INPUT INFORMATION«« '------------------------- FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.84 -------------- UNIFORM FROUDE NUMBER = .573 PRESSURE + MOMENTUM(POUNDS) = 8240.99 AVERAGED VELOCITY HEAD(FEET) _ .364 SPECIFIC ENERGY(FEET) = 4.112 -------------------------------------------=-------------------------------- 1----------------------------------_----------------------------------------- CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) 22.24 CRITICAL FLOW AREA(SQUARE FEET) = 39.15 ' CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.76 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.53 q <j Vs�ti+vt� W,.6- CRITICAL DEPTH(FEET) = 2.87 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 7068.79 ' AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .880 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.754 ' ************************** DESCRIPTION OF STUDY * 100 YEAR FLOW ,* TEMPORARY DRAINAGE CHANNEL O * Q100 = 344.4 CFS, S= 0.35% ************************************************************************** >>>>CHANNEL INPUT INFORMATION«« '------------------------- ----------_--------------------5- CHANNEL Z1(HORIZONTAL VERTICAL) 3.00 -------------- Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 ' CONSTANT CHANNEL SLOPE(FEET/FEET) _ .003500 UNIFORM FLOW(CFS) = 344.40 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: ----------------------------------- >>>>> NORMAL DEPTH(FEET) = 4.01 - ' FLOW TOP-WIDTH(FEET) = 29.09 FLOW AREA(SQUARE FEET) = 68.43 q <j Vs�ti+vt� W,.6- HYDRAULIC DEPTH(FEET) = 2.35 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.03 o µ H%w UNIFORM FROUDE NUMBER = .578 PRESSURE + MOMENTUM(POUNDS) = 9912.07 AVERAGED VELOCITY HEAD(FEET) _ .393 ' SPECIFIC ENERGY(FEET) = 4.408 CRITICAL -DEPTH FLOW INFORMATION: -------- -------------------- -_ ---- --- -- CRITICAL FLOW TOP-WIDTH(FEET) 23.59 CRITICAL FLOW AREA(SQUARE FEET) = 44.29 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.88 ' CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.78 CRITICAL DEPTH(FEET) = 3.10 ' CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ 8543.22 .939 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.037 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR FLOW TEMPORARY DRAINAGE CHANNEL O Q100= 378.3 CFS, S= 0,3596 >>>>CHANNEL INPUT INFORMATION<<<< CHANNEL Z1(HORIZONTAL/VERTICAL) 3.00 Z2(HORIZONTAL VERTICAL) 3.00 ' BASEWIDTH(FEET) = 5.00 CONSTANT CHANNEL SLOPE(FEET/FEET) .003500 UNIFORM FLOW(CFS) = 378.30 MANNINGS FRICTION FACTOR = .0300 -==NORMAL DEPTH FLOW INFORMATION:__________________________________________ ---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 4.18 - FLOW TOP-WIDTH(FEET) = 30.10 FLOW AREA(SQUARE FEET) = 73.40 t HYDRAULIC DEPTH(FEET) = 2.44 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.15 UNIFORM FROUDE NUMBER = .582 PRESSURE + MOMENTUM(POUNDS) = 11074.22 ' AVERAGED VELOCITY HEAD(FEET) _ .412 SPECIFIC ENERGY(FEET) = 4.595 ------------------------------------------------- ------------------------------------------------- ' CRITICAL -DEPTH FLOW INFORMATION_ CRITICAL FLOW TOP-WIDTH(FEET) = 24.45 CRITICAL FLOW AREA(SQUARE FEET) = 47.72 ' CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.95 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC:) = 7.93 CRITICAL DEPTH(FEET) = 3.24 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 9574.97 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .976 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.217 ************************** DESCRIPTION OF STUDY ************************** 100 YEAR FLOW '* TEMPORARY DRAINAGE CHANNEL u * Q100 = 158.9 CFS, S= 0.84% Q ************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- t CHANNEL Zl(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 5.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .008400 UNIFORM FLOW(CFS) = 158.90 MANNINGS FRICTION FACTOR = .0300 NORMAL -DEPTH FLOW INFORMATION: ' >>>>> NORMAL DEPTH(FEET) = 2.32 FLOW TOP-WIDTH(FEET) = 18.93 FLOW AREA(SQUARE FEET) = 27.77 HYDRAULIC DEPTH(FEET) = 1.47 ' FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.72 UNIFORM FROUDE NUMBER = .832 PRESSURE + MOMENTUM(POUNDS) = 3382.94 AVERAGED VELOCITY HEAD(FEET) _ .508 ---------------------------------------------------------=------------------ SPECIFIC ENERGY(FEET) = 2.830 ---------------------------------------------------------------------------- CRITICAL -DEPTH FLOW INFORMATION: --------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 17.71 CRITICAL FLOW AREA(SQUARE FEET) = 24.05 t CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.36 CRITICAL FLOW AVERAGE VELOCITY('FEET/SEC.) = 6.61 CRITICAL DEPTH(FEET) = 2.12 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3327.39 ' AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .678 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.796 I 11 I 1 I I 1 1 1 1 IF 0 5 1 5 P PAGE NO 3 18EADING LINE NO 1 IS - (HEADING LINE NO 2 IS - 1 HEADING LINE NO 3 IS - 1 1 1 I 1 1 1 h 1 1 1 1 [1 1 1 NATER SURFACE PROFILE - TITLE CARD LISTING TEMPORARY DRAINAGE CHANNEL A - 0=378.3 CFS TEMECULA REGIONAL MALL- FROM DESILTING BASIN UPSTREAM THRU CURVES FILE:1135A 06-19-97 ATE: 6/20/1997 IME: 16:43 1`0515P ' WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INVY(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 1 0 0.00 10.00 5.00 3.00 3.00 0.00 CD 2 3 0 0.00 0.67 5.00 0.00 0.00 0.00 CD 3 4 4.00 CD 4 3 0 0.00 3.27 4.00 0.00 0.00 0.00 CD 5 4 2.00 1 I I lJ F 1 I I I I 1 ' F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * . * U/S DATA STATION INVERT SECT W S ELEV 1 0.00 1049.50 .1 1053.68 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H r90.00 1049.82 :1 0.030 375.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 390.00 1050.87 1 0.030 375.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1055.00 1053.19 1 0.030 375.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.00 1054.06 1 0.030 375.00 0.00 0.00 0 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1300.00 1054.06 1 0.00 0 EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING * WARNING NO- 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC r r i 1 N r 1 r 1 'LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING TEMPORARY DRAINAGE CHANNEL A - 0=378.3 CFS TEMECULA REGIONAL MALL- FROM DESILTING BASIN UPSTREAM THRU CURVES FILE:1135A 06-19-97 ' STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 'xxx++++x++++++x+x+xxxxxxxxx+xxxxx+x+++++xxxxxxxxx+xxxxxxxxxxxxxxx++xxxxxxxx++++++++wwwx+x++++x+++++xxxxxxxxxxxxxxxx+xxxxxxxxx++++xx 0.00 1049.50 4.180 1053.680 378.3 5.16 0.413 1054.093 0/.;Ok 3.242 10.00 5.00 3.00 0 0.00 90.00 0.00356 .003518 0.32 i 4.168 3.00 90.00 1049.82 4.175 1053.995 378.3 5.17 0.415 1054.410 10.04 3.242 10.00 5.00 3.00 0 0.00 300.00 0.00350 .003515 1.05 4.182 3.00 ' 390.00 1050.87 4.182 1055.052 378.3 5.16 0.413 1055.465 0.04 3.242 10.00 5.00 3.00 0 0.00 364.63 0.00349 .003495 1.27 I 4.185 3.00 ' 754.63 1052.14 4.185 1056.327 378.3 5.15 0.412 1056.739 0.04 3.242 10.00 5.00 3.00 0 0.00 '300.37 0.00349 .003488 1.05 I 4.185 3.00 1055.00 1053.19 4.185 1057.375 378.3 5.15 0.412 1057.787 0.04 3.242 10.00 5.00 3.00 0 0.00 245.00 0.00355 .003515 0.86 I I 4.169 3.00 1300.00 1054.06 4.172 1058.232 378.3 5.18 0.416 1058.648 0.04 3.242 10.00 5.00 3.00 0 0.00 v t ' F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING 'HEADING LINE NO 1 IS - TEMPORARY DRAINAGE CHANNEL A.1 - 0=162.5 CFS HEADING LINE NO 2 IS - TEMECULA REGIONAL MALL- FROM TEMP. DRAINAGE CH A UPSTREAM THRU CURVES HEADING LINE NO 3 IS - ' FILE:1135C 06-20-97 [1 [1 11 I PAGE NO 3 'DATE: 6/20/1997 TIME: 17: 1 F0515P NATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 1 CARD. SECT CNN NO OF AVE PIER HEIGHT 1 BASE 1 CODE NO TYPE PIERS WIDTH DIAMETER WIDTH CD 1 1 0 0.00 10.00 5.00 CD 2 3 0 0.00 0.67 5.00 CD 3 4 4.00 CD 4 3 0 0.00 3.27 4.00 CD 5 4 2.00 1 I 11 11 1 ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP 3.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV ' 0.00 1061.00 1 1064.22 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ' 100.00 1061.47 1 0.030 100.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ' 210.00 1061.99 1 0.030 100.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1665.00 1064.12 1 0.030 100.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1790.00 1064.70 1 0.030 100.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2150.00 1066.33 1 0.030 . 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2150.00 1066.33 1 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC �ICENSEE: R.B.F. 8 ASSOC. - SAN DIEGO F0515P PAGE 1 NATER SURFACE PROFILE LISTING TEMPORARY DRAINAGE CHANNEL A.1 - 0=162.5 CFS TEMECULA REGIONAL MALL- FROM TEMP. DRAINAGE CH A UPSTREAM THRU CURVES FILE:1135C 06-20-97 ' STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 0.00 1061.00 3.220 1064.220 162.5 3.44 0.184 1064.404 0.05 2.142 10.00 5.00 3.00 0 0.00 ' 29.83 0.00470 .002254 0,07 2.685 3.00 ' 29.83 1061.14 3.129 1064.269 162.5 3.61 0.202 1064,471 0.06 2.142 10.00 5.00 3.00 0 0.00 32.22 0.00470 .002562 0,08 2.685 3.00 62.05 1061.29 3.040 1064.332 162.5 3.79 0.223 1064.555 0.06 2.142 10.00 5.00 3.00 0 0.00 36.17 0.00470 .002913 0.11 2.685 3.00 ' 98.22 1061.46 2.953 1064.415 162.5 3.97 0.245 1064.660 0.06 2.142 10.00 5.00 ,3.00 0 0.00 ' 1.78 0.00470 .003108 0.01 2.685 3.00 100.00 1061,47 2.949 1064.419 162.5 3.98 0.246 1064.665 0.06 2.142 10.00 5.00 3.00 0 0.00 ' 43.02 0.00473 .003330 0.14 2.682 3.00 143.02 1061.67 2.864 1064.537 162.5 4.17 0.271 1064.808 0.07 2.142 10.00 5.00 3.00 0 0.00 59.02 0.00473 .003786 0.22 2.682 3.00 ' 202.04 1061.95 2.782 1064.734 .162.5 4.38 0.298 1065.032 0.07 2.142 10.00 5.00 3.00 0 0.00 7.96 0.00473 .004054 0.03 2.682 3.00 ' 210.00 1061.99 2.774 1064.764 162.5 4.40 0.300 1065.064 0.07 2.142 10.00 5.00 3.00 0 0.00 23.24 0.00146 .003834 0.09 3.494 3.00 233.24 1062.02 2.856 1064.880 162.5 4.19 0.273 1065.153 0.07 2.142 10.00 5.00 3.00 0 0.00 31.26 0.00146 .003372 0.11 3.494 3.00 1 264.50 1062.07 2.940 1065.010 162.5 4.00 0.248 1065.258 0.06 2.142 10.00 5.00 3.00 0 0.00 ' 42.64 0.00146 .002966 0.13 3.494 3.00 307.14 1062.13 3.027 1065:159 162.5 3.81 0.226 1065.385 0.06 2.142 10.00 5.00 3.00 0 0.00 59.62 0.00146 .002609 0.16 3.494 3.00 �ICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 NATER SURFACE PROFILE LISTING TEMPORARY DRAINAGE CHANNEL A.1 - 0=162.5 CFS TEMECULA REGIONAL MALL- FROM TEMP. DRAINAGE CH A UPSTREAM THRU CURVES ' FILE:1135C 06-20-97 STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D[A ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 366.76 1062.22 3.116 1065.336 162.5 3.63 0.205 1065.541 0.06 2.142 10.00 5.00 3.00 0 0.00 ' 87.08 0.00146 0.20 3.494 3.00 .002295 453.84 1062.35 3.207 1065.554 162.5 3.47 0.187 1065.741 0.05 2.142 10.00 5.00 3.00 0 0.00 137.52 0.00146 .002019 0.28 3.494 3.00 ' 591.36 1062.55 3.300 1065.848 162.5 3.30 0.170 1066.018 0.05 2.142 10.00 5.00 3.00 0 0.00 256.72 0.00146 .001776 0.46 3.494 3.00 ' 848.08 1062.92 3.396 1066.320 162.5 3.15 0.154 1066.474 0.04 2.142 10.00 5.00 3.00 0 0.00 0.00146 - .001564 1.28 3.494 3.00 '816.92 1665.00 1064.12 3.493 1067.613 162.5 3.01 0.140 1067.753 0.04 2.142 10.00 5-.00 3.00 0 0.00 27.32 0.00464 .001565 0.04 2.693 3.00 1692.32 1064.25 3.395 1067.642 162.5 3.15 0.154 1067.796 0.05 2.142 10.00 5.00 3.00 0 0.00 28.04 0.00464 .001779 0.05 2.693 3.00 1720.36 1064.38 3.299 1067.676 162.5 3.31 0.170 1067.846 0.05 2.142 10.00 5.00 3.00 0 0.00 29.16 0.00464 .002022 0.06 2.693 3.00 1749.52 1064.51 3.206 1067.718 162.5 3.47 0.187 .1067.905 0.05 2.142 10.00 5.00 3.00 0 0.00 30.89 0.00464 .002298 0.07 2.693 3.00 1780.41 1064.66 3.115 1067.771 162.5 3.64 0.205 1067.976 0.06 2.142 10.00 5.00 3.00 0 0.00 9.59 0.00464 .002492 0.02 2.693 3.00 1790.00 1064.70 3.089 1067.789 162.5 3.69 0.211 1068.000 0.00 2.142 10.00 5.00 3.00 0 0.00 ' 36.91 0.00453 .002713 0.10 2.708 3.00 1826.91 1064.87 3.001 1067.868 162.5 3.87 0.232 1068.100 0.00 2.142 10.00 5.00 3.00 0 0.00 43.42 0.00453 .003084 0.13 2.708 3.00 LICENSEE: R.B.F. 8 ASSOC. - SAN DIEGO F0515P PAGE 3 NATER SURFACE PROFILE LISTING TEMPORARY DRAINAGE CHANNEL A.1 - 0=162.5 CFS ' TEMECULA REGIONAL MALL- FROM TEMP. DRAINAGE CH A UPSTREAM THRU CURVES FILE:1135C 06-20-97 STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR +++++++++++++x+++xxxxxxxx+++++++x+++++++++++++++++++x+x++++++++x+xxxxxx+x+x+++x++++++++++++++++++++++x+++x+++++++++++++++++++++++++ 1870.33 1065.06 2.915 1067.979 162.5 4.06 0.255 1068.234 0.00 2.142 10.00 5.00 3.00 0 .0.00 ' 57.01 0.00453 .003505 0.20 2.708 3.00 ' 1927.34 1065.32 2.831 1068.153 162.5 4.25 0.281 1068.434 0.00 2.142 10.00 5.00 3.00 0 0.00 98.93' 0.00453 .003985 0.39 2.708 3.00 2026.27 1065.77 2.749 1068.519 162.5 4.46 0.309 1068.828 0.00 2.142 10.00 5.00 3.00 0 0.00 123.73 0.00453 .004357 0.54 2.708 3.00 2150.00 1066.33 2.716 1069.046 162.5 4.55 0.322 1069.368 0.00 2.142 10.00 5.00 3.00 0 0.00 1' 1 1 PAGE NO 3 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING ,EADING LINE NO 1 IS - TEMPORARY DRAINAGE CHANNEL B - 0=158.9 CFS EADING LINE NO 2 IS - ' TEMECULA REGIONAL MALL - FROM DESILTING BASIN UPSTREAM TO MALL AREA HEADING LINE NO 3 IS - ' FILE:1135B 06-19-97 1 1 PAGE NO 3 ATE: 6/20/1997 TIME: 16:43 F0515P ' WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP ' CD 1 1 0 0.00 10.00 5.00 3.00 3.00 0.00 CD 2 3 0 0.00 0.67 5.00 0.00 0.00 0.00 'CD 3 4 - 4.00 CD 4 3 0 0.00 3.27 4.00 0.00 0.00 0.00 CD 5 4 2.00 I [1 [1 1 h F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING iELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV ' 0.00 1049.35 1 1051.67 ELEMENT NO 2 IS A REACH U/S DATA STATION 435.00 INVERT 1053.00 SECT 1 N 0.030 RADIUS 100.00 ANGLE 0.00 ANG PT 0.00 MAN H 0 ELEMENT NO 3 IS A REACH * + + ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 465.00 1053.25 1 0.030 100.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 535.00 1054.00 1 0.030 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 535.00 1054.00 1 0.00 EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING tNO ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 'ICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING TEMPORARY DRAINAGE CHANNEL 8.1- G=158.9 CFS TEMECULA REGIONAL MALL - FROM DESILTING BASIN UPSTREAM TO MALL AREA FILE:1135B 06-19-97 ' STATION INVERT DEPTH W.S. U VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ++++xxxxxxxx++++++++++++++x+xxxxx++++++xxxx++++++++x+xxxxxxx++++++++xxx+++++xxx+xxxxx++++++++++++++++x+xxxxxx++++++++xxxx+++++++xx 0.00 1049.35 2.320 1051.670 158.9 5.73 0.509 1052.179 0.11 2.118 10.00 5.00 3.00 0 0.00 46.19 0.00839 .008417 0.39 2.324 3.00 46.19 1049.74 2.324 1052.062 158.9 5.71 0.506 1052.568 0.11 2.118 10.00 5.00 3.00 0 0.00 388.81 0.00839 .008385 3.26 2.324 3.00 ' 435.00 1053.00 2.324 1055.324 158.9 5.71 0.506 1055.830 0.11 2.118 10.00 5.00 3.00 0 0.00 30.00 0.00833 .008363 0.25 2.328 3.00 ' 465.00 1053.25 2.327 1055.577 158.9 5.70 0.504 1056.081 0.00 2.118 10.00 5.00 3.00 0 0.00 ' 10.42 0.01071 .008913 0.09 2.194 3.00 475.42 1053.36 2.258 1055.620 158.9 5.98 0.555 1056.175 0.00 2.118 10.00 5.00 3.00 0 0.00 ' 18.83 0.01071 .010102 0.19 2.194 3.00 494.25 1053.56 2.194 1055.757 158.9 6.25 0.607 1056.364 0.00 2.118 10.00 5.00 3.00 0 0.00 40.75 0.01071 .010717 0.44 2.194 3.00 535.00 1054.00 2.194 1056.194 158.9 6.25 0.607 1056.801 0.00 2.118 10.00 5.00 3.00 0 0.00 1 1 1 I 1 1 1 1 I 1 1 0 1 1 l4Z• 4- Acv -E-- 4Io.Jo� oFF-S�1G\4�a1 Qo (co" CLQ uN Pct M{l�(ZC�Ja(2..`C(, 2.a+�p 7, J-3- S \`rC S l-= Oslo Sc��w--E.��" `2 leap = Ib_4 X o_b = to C`t 1 ✓aLcz-� o k _ Sgt oSp G� (3Jws k .`l S 0-&- c jz, -a _ is 104`l- \ o Sc> C:> 0 1:61 ) \DS(Z5 c�i c G Lta3I �- spc\. Zz) pS'a 4S) zae I 40118Z3 c!' 7 5g/pSo C -'F- at - G. 31Z �cCZ_c�3�Coo)C3_o� = S46.b 7 531.2 SL FACTORS FOR SEDIMENT YIELD EQUATION; 3.a 0. 3 1[] v v M SLOPE LENGTH (FEET) Sediment Yield s 16.4 SL e E:ampin: Slope len9M s 1000 feet Site slope s 8% Cxaddd ane s 56 acres From graph it can be determined that SL's1.8 Sediment yield s 16.4 x 1.8 s 30 c.y./acre Total sediment s 30x56 s 1680c.y. Basin size = 1700e.y. • Based an unirnersnt soil on equation far orange County field CW41 AM O o vv O O cc M ? In to A . t 3: 1 3: 1- 418 TON RIPRAP SSIPATOR 5' DEEP) 1 / n ROA`] 82 3: 1 62 4-1 Illow WIN 24 �-. i R • 1/4 TON RIPRAP � - OR • iO�, 3: 1 3: 1- 418 TON RIPRAP SSIPATOR 5' DEEP) 1 / n ROA`] 82 3: 1 62 4-1 Illow WIN 24 �-. i R 1' FREE BOARD 1' FREE BOARD 0 Z U CD W 2 N a = UOM 7 Of -O mi., - Lo INV. 8' 18' 1 20' �SPl�wp'l Pie w Rt1 / M,-Ert- � wo-xe nl -P --; ps2GNZv.lJ +C< G�S`t c.} HP sbs oct N �9 -\7 Q VY .30" CMP S=2.39, c*� 0 EXIST. CHANNEL 1/4 TON RIPRAP 52' 20' SECTION A -A NOT TO SCALE �_ 1 N N N H f f W W W W_ W W_ N N N N O O h Baa ��� ' C h H C�Hgg M (pE c �� - '. . t t .. 1 F`E ��` � N�C� C�1�N��-. W l+T'c2rc. �o l•�l l:. iJ L� .S = S 1 . p Ste. O_S-ia wP = 3�_3 . R = �-48� �SS.te) C $5.6\'L�3 � o ooS)��Z- ._ . 0.03 3l_2e __ PRELIMINARY GEOTEC14NICAL INVESTIGATION, PROPOSED TEMECULA REGIONAL CENTER, SOUTH AND EAST OF WINCHESTER AND YNEZ ROADS, TEMECULA. CALIFORNIA �i✓1 2gS�3=0� LEIGHTON AND ASSOCIATES Geotechnical and Environmental Engineering Consultants LEIGHTON AND ASSOCIATES, INC. Geotedmiml and Environmental Engineering Consultants RECEIVED SEP 18 1998 CITY OF TEMECULA ENGINEERING DEPARTMENT GEOTECHNICAL INVESTIGATION, PROPOSED TEMECULA REGIONAL CENTER, SOUTH AND EAST OF WINCHESTER AND YNEZ ROADS, TEMECULA, CALIFORNIA April 9, 1997 Project No. 11971000-001 Prepared For: FOREST CITY DEVELOPMENT CALIFORNIA, INC. 949 South Hope Street, Suite 200 Los Angeles, California 90015 41769 ENTERPRISE CIRCLE N., SUITE 102,TEMECULA, CA 92590 (909) 676-0023 FAX (909) 676-5123 F I J '. LEIGHTON AND ASSOCIATES, INC. April 9, 1997 To: Forest City Development California, Inc. 949 South Hope Street, Suite 200 Los Angeles, California 90015 Attention: Mr. Colin Macken Geotechnical and Environmental Engineering Consultants Project No. 971000-001 ' Subject: Preliminary Geotechnical Investigation, Proposed Temecula Regional Center, South and East of Winchester and Ynez Roads, Temecula, California L I 1 11 I I II W I I I In accordance with your request, we have performed a geotechnical investigation of the subject site located south and east of the intersection of Winchester Road and Ynez Road in the City of Temecula, California (Figure 1). The purpose of this investigation was to evaluate the onsite geotechnical conditions and to provide recommendations to mitigate geotechnical constraints and provide recommendations for the design and construction of the proposed retail development. This report summarizes our finding conclusions and recommendations relative to the proposed grading and construction. If you have any questions regarding this report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, I �EFEO GF- ��QOOCEitT1FIED/y9C/� //�� X65 1� G Robert F. Riha, CEG 1921 Ex g/INEEiiINc (Exp.. OLCiGlS7 � Donald E. Brockw; Project Geologist s� a Principal Engineer No. 166 RFR/DEB/dlm N� OF Cpl ' (909) 676-0023 41769 ENTERPRISE CIRCLE N., SUITE IO2,TEMECULA, CA 92590 FAX (909) 676-5123 sr q�OF Distribution: (5) Addressee (2) Forest City Construction Co. Inc., Attn: Mr. Glenn Moenich & Mr. Jerry Starry (1) Robert Bein William Frost and Associates, Attention: Mr. Michael Tylman (2) Mr. Steve Schafenacker (2) Mr. Brett Mayer & Mr. Michael McGuirk (1) Mr. Harold Garcelon (1) GPI Inc., Attention: Mr. Byron Konstantinidis (1) David Lewin Corporation, Attention: Mr. Alvin Jaffe (2) Mr. Guy Barcelona (I) KA Architects, Attention: Mr. Steve Birch (1) Mr. Roy Shlemon ' (909) 676-0023 41769 ENTERPRISE CIRCLE N., SUITE IO2,TEMECULA, CA 92590 FAX (909) 676-5123 1 971000-001 ITABLE OF CONTENTS Section Patz 1.0 INTRODUCTION .................................... 2.0 PROJECT DESCRIPTION ......................................... 3 2.1 Site Description ......................................... 3 2.2 Proposed Development ....... . ' 3.0 FIELD INVESTIGATION AND LABORATORY TESTING .................... 4 3.1 Research ............................................. 4 ' 3.2 Field Investigation ........................................ 4 3.3 Laboratory Testing .................................... .. 5 4.0 SUNIMARY OF GEOTECHNICAL FINDINGS ............................ 6 4.1 Site Constraints and Opportunities .............................. 6 4.2 Regional Geology ................ I ............. , 6 4.3 Site Geologic Units ....................................... 6 4.3.1 Undocumented Fill (map symbol - Afu) .... , .... 7 . ............ 4.3.2 Fill Placed by Others (map symbol - Afo) 7 4.3.3 Topsoil (not a mapped unit) .............................. 7 ' 4.3.4 Alluvium (map symbol Qal) ............................. 7 4.3.5 Pauba Formation (map symbol Qp) 8 4.4 Groundwater and Surface Water . 8 4.5 Rippability............................................ 9 4.6 Faulting and Seismicity .................................... 9 1 4.6.1 Seismic Considerations ....... . ......................... 10 4.6.2 Ground Shaking .................................... 11 4.6.3 Liquefaction ...................................... 11 4.6.4 Evaluation of Photo Lineaments .......................... 12 4.7 Campos Verdes Borrow Site ........ , . ...... , .. 12 .............. 4.8 Hydroconsolidation....................................... 13 Mal &ter: 1 LEICNrONANDASSOCIAHS, INC. 1 971000-001 1 TABLE OF CONTENTS (continued) 1 5.0 CONCLUSIONS AND RECOMMENDATIONS ....... ........... ..... 15 ' 5.1 General .............................................. 15 5.2 Earthwork ............................................ 15 5.2.1 Site Preparation .................................... 15 5.2.2 Removals and Recompaction ............................ 15 5.2.3 Structural Fills ..................................... 17 ' 5.2.4 Utility Trenches ..... ............. . ..... 18 5.2.5 Shrinkage and Bulking .................... 18 5.3 Slope Stability .......................................... 18 5.3.1 Fill Slope Stability .................................. 19 5.3.2 Surticial Slope Stability ............................... 19 5.4 Surface Drainage and Erosion ................................ 20 5.5 Foundation Design ....................................... 20 5.5.1 Mall and Major Attached Structures ........................ 21 55.2 Perimeter Detached Structures ........................... 21 5.6 Floor Slab Design ........................................ 22 5.7 Footing Setback 23 ' 5.8 Anticipated Settlement ..................................... 23 5.9 Lateral Earth Pressures and Resistance ............................ 24 5.10 Geochemical Issues ....................................... 25 ' 5.10.1 Concrete ........................................ 25 5.10.2 Metallic Corrosion .................................. 25 1 5.11 Pavement Section Design ........... ....................... 25 6.0 GEOTECHNICAL REVIEW ........................................ 27 6.1 Plans and Specifications .................................... 27 6.2 Construction Review ...................................... 't7 7.0 LIMITATIONS ................................................ 28 LII 1 (UMM AND ASSOCUT ES. WC. J 1 u I L TABLE OF CONTENTS (continued) Accompanving Figures Plates and Appendices Fiwres Figure 1 - Site Location Map Figure 2 - RCWD Well Data Figure 3 - Retaining Wall Drainage Detail IPlates Plates 1-3 - Geotechnical Map, Temecula Regional Center Plate 4 - Geotechnical Map, Campos Verdes Borrow Site ' Appendices F� I I I 1 Appendix A - References 971000-001 Page 2 Rear of Text Rear of Text In Pockets In Pockets Appendix B - Logs of Borings, Trenches and CPT Probes this Investigation Appendix C - Logs of Borings/Trenches, Previous Site Investigations Appendix D - Laboratory Testing and Test Results Appendix E - Regional Seismicity, Liquefaction and Dynamic Settlement Analysis Appendix F - Engineering Analysis: Structural Settlement, Slope Stability, Allowable Bearing Capacity and Lateral Pressure - Seismic Increment Appendix G - General Earthwork and Grading Specifications - iii - tv� [FJBMQNAYO ASSOC/AIES, dl.'. I 1 1 1 [1 1 I 1 1 1 0 I I 1 1 [1 1 1 971000-001 1.0 INTRODUCTION This report presents the results of our geotechnical investigation for the proposed Temecula Regional Center. The 100 -scale Tentative Map prepared by Robert Bein William Frost and Associates dated March 24, 1997, was used as a base map for our evaluation of the proposed grading. Site design criteria and construction standards submitted by J.C. Penney, May Company and Sears were reviewed and utilized in our analysis and in preparation of our recommendations for each respective building area. Design criteria was not provided for the Future Retail Store. Therefore, the more conservative requirement was utilized and applied to the remaining structures as requested. The scope of our geotechnical services including the tollowing: • Review of referenced reports, site design criteria, maps and aerial photographs (Appendix A). • Site reconnaissance and geologic mapping. • Excavation, logging and sampling of forty two 8 -inch diameter hollow -flight auger borings, three large diameter bucket auger borings, thirty one Cone Penetrometer Tests (CPT), and twelve exploratory trenches. Logs of our borings and trenches excavated as part of this investigation are presented in Appendix B. Boring and trench logs from previous site investigations were reviewed and are presented in Appendix C. Approximate locations of all subsurface exploratory borings, trenches and CPT's are presented on plates 1 through 4. • Laboratory testing of representative soil samples. A summary of our testing procedures and test results are presented in Appendix D. • Preparation of a geotechnical map presenting site geology and approximate locations of all known subsurface exploratory borings, trenches and cone penetrometer probes. • Geotechnical evaluation and analysis of the Held and laboratory data. • Preparation of this report presenting the results of our findings, conclusions, geotechnical recommendations for site grading, and construction considerations for the proposed development. LEIGHM MMMATfs,MC. } r a r i \ V R.. �.. 1V. el •, ervo r t SITEX-1 Ga _ • \ \ .. Oso' . Rese v \. Wildomar Fault \'•, g �cr J r • MurrietaLineament Creek Fault ���too \' O o ti 019 p v' an .•• of C., 5 � .I f� •V /� Ran ` V • _ allln. ®.� + 0 2000 4000 feet Base Map: U.S.G.S. Murrieta Quadrangle 7.5' JIM Z10=011MMME" Special Study Zones, 1990 Approximate Scale SITE Project No. IMTEMECULA LOCATION 11971000-001 REGIONAL CENTER MAP Date 4/9/97 FIGURE 1 SLUEPRiNT SOURCE 8 SUPPLY 163050 I J 2.0 PROJECT DESCRIPTION 2.1 Site Description 971000-001 The proposed Temecula Regional Center, located south of Winchester Road, East of Ynez Road, West of Margarita Road, encompasses approximately 120 acres, within the City of Temecula, California, (see Figure 1, Site Location Map). Topography varies from generally flat lying to a moderately sloping hill at the southeast corner of the property. Total relief on the site is on the order of 90 feet descending from southeast to west and north. The site is currently unimproved. Remnants of past improvements such as some 1 building foundations and slabs, well pumps, concrete irrigation Dipes with associated valves, and several abandoned power poles remain on the site as well as several areas of stockpiled soils. Three earthen reservoirs have been reported to exist within the development area. A desilting basin currently exists ' in the northwest corner bounded by Ynez and Winchester Roads. A drainage channel has been excavated across the site from near the intersection of Winchester Road and Margarita Road to Ynez Road near the southwest corner of the property. Vegetation consists of a light to moderate stand of native grasses and weeds with a few trees primarily along the southern portion of the site. 2.2 Proposed Development ' It is our understanding that the proposed development will initially consist of four major, two level Commercial Retail Buildings incorporated into a two level enclosed mall. A detached cinema complex and peripheral parcels for future development are also included. The total ultimate development will consist of over i million square feet of retail space. Based on our review of the site grading plan and borrow site plan (RBF, 1997), we anticipate, conventional cut and fill grading as well as fill import is proposed to establish the graded pads and roadways. We understand the import material will be derived from the Campos Verdes property located adjacent to the site, East of Margarita Road. Site conceptual grading and development configuration used in our analysis is based on a 100 -scale Exhibit "B" Site Plan prepared by KA Inc. Architects, dated December 6, 1996, a 100 -scale Preliminary Site Plan prepared by Keeva J. Kekst Architects, Inc., dated September 10, 1996, revised September 12, 1996, Campos Verdes Borrow Site Mass Grading Plan and the Temecula Regional Center Grading Plan prepared by Robert Bein, William Frost and Associates dated January 8, 1997 and March 24, 1997 respectively. Based on these plans, fill will be placed below the Mall and Cinema structures to depths generally varying from approximately I to 8 feet above existing ground elevations. Two upper level parking areas will require fill varying to a maximum depth of about 20 feet. &o ' tPS NAUDA55MTES, INC. 1 971000-001 ' 3.0 INVESTIGATION AND LABORATORY TESTING 3.1 Research As part of our geotechnical investigation, published geologic literature (Appendix A) identifying geologic rock units, faulting and seismicity were reviewed. In addition, unpublished geotechnical reports (Appendix A) prepared for this site by Leighton and Associates, Converse Consultants, and Geotechnical and Environmental Engineers, Inc. were reviewed. Unpublished geotechnical reports ' prepared for adjacent sites and sites with similar geologic environments in the general vicinity were also reviewed and referenced in Appendix A. ' Individual and sequential pairs of aerial photographs (Appendix A) were examined to identify geomorphic features, lineaments and other surface features such as man made improvements. ' 3.2 Field Investigation ' Between January 2 and March 14, 1997, forty 8 -inch diameter hollow flight auger borings, thirty one Cone Penetrometer Tests (CPT), and twelve exploratory trenches were excavated, sampled; and logged throughout the proposed Temecula Regional Center development site. Two additional hollow stem auger and three large diameter bucket auger borings were excavated near and within the proposed borrow site. The hollow flight auger and CPT test locations within the regional mall property were selected by Forest City Development and field located by RBF field survey. Logs ' of borings, trenches and cone penetrometer test results are presented in Appendix B. Sampling and logging of the auger borings and trench excavations was conducted by geologists from our office. During the drilling and trenching operations, bulk and relatively undisturbed samples were obtained from the borings for laboratory testing and evaluation. The relatively undisturbed in-place samples were obtained utilizing a modified California drive sampler driven 12 inches with a 140 pound hammer dropping 30 inches in general accordance with ASTM Test Method D3550. Standard ' Penetration Tests (SPT) were performed using a 24 -inch long standard penetration sampler driven 18 inches with a 140 pound hammer dropping 30 inches in general accordance with ASTM Test Method D1586. Cone Penetrometer Tests (CPT) were performed in accordance with ASTM Test Method D3441 by advancing a standard 10 cm= electric cone by a truck mounted hydraulic press to obtain a continous log of the subsurface strata. Results of CPT probes are presented graphically and in tabular form in Appendix B. Twelve exploratory backhoe trenches were excavated throughout the site to visually evaluate near surface soil characteristics and to determine limits of surficial and ' formational materials. Exploratory boring and trench logs from previous investigations of the site (Leighton and Associates ' Inc., 1988; ICG, Inc., 1989, Converse, 1990, and Geotechnical and Environmental Engineers, Inc., 1992) are included in Appendix C. Approximate locations of all the exploratory borings, cone penetrometer probes and trenches are depicted on the Geotechnical Map (Plates 1-4). LFJJ t��. 971000-001 3.3 Laboratory Testing Soil materials were visually classified in the field according to the Unified Soil Classification System. Laboratory tests were performed on the representative bulk, relatively undisturbed and standard ' penetration test samples to provide a basis for development of design parameters. Selected samples were tested for the following parameters: in-situ moisture content and density, gradation, expansion potential, shear strength, plasticity, consolidation/hydroconsolidationpotential, sulfate content, pH, minimum resistivity, chlorides, maximum dry density, optimum moisture content and R -Value. The 1 results of our laboratory testing along with summaries of the testing procedures are presented in Appendix D. In-situ moisture and density determination are presented on the boring logs (Appendix B). 1 1 rI LJ -5- & ' IF16NiNNANN A55NCNIiES, INC. I 11 1 1 971000-001 4.0 SUMMARY OF GEOTECHNICAL FINDINGS 4.1 Site Constraints and Opportunities Review of the County of Riverside Seismic Hazard Maps (Envicom, 1976) indicates that 'a liquefaction hazard has been identified on the subject site and should be considered in the site development plans. The onsite alluvial soils have been generally considered to be liquefiable when saturated during major seismic events. Other potential geotechnical constraints include site faulting, ground subsidence, potentially compressible surficial soils and soils susceptible to hydrocollapse. The above concerns are addressed in this investigation and our recommendations have been included in Section 5.0 of this report. Opportunities for the site and proposed borrow site include the low to moderate expansion potential of the majority of site soil material, favorable load-bearing characteristics, and site soils that are readily excavatable and compactible with conventional earth -moving equipment. 4.2 Re,ional Geology The site is located in the Peninsular Range Geomorphic Province of California. More specifically, the property is located approximately one-half mile east of a fault controlled, down dropped graben, known as the Elsinore Trough (Kennedy, 1977). This graben is believed to contain as much as 3000 feet of alluvium which has been accumulated since Miocene time (Mann, 1955). The Elsinore Trough is bounded on the northeast by the Wildomar Fault and on the southwest by the Willard Fault. The Murrieta Creek Fault is located between and generally parallels the Wildomar and Willard faults in its closest proximity to the site. These faults are part of the ' Elsinore Fault Zone which extends from the San Gabriel River Valley southeasterly to the United States -Mexican border. The Wildomar and Murrieta Creek faults are considered active and the Willard fault is considered potentially active (Hart, 1994; Jennings, 1994). ' The Santa Ana Mountains lie along the western side of the Elsinore Fault Zone and the Perris Block is located along the eastern side of the fault zone. The mountain ranges are underlain by pre -Cretaceous metasedimentary and metavolcanic rocks and Cretaceous plutonic rocks of the Southern California batholith. Tertiary sediments, volcanics and Quaternary sediments flank the mountain ranges. The Tertiary and Quaternary rocks are generally comprised of non -marine sediments consisting of sandstones, mudstones, conglomerates, and locally volcanic units. 4.3 Site Geologic Units Our field exploration, observations, and a review of the pertinent literature (Appendix A) indicates that earth materials within the site consist of three surficial units including undocumented till soils, topsoil and alluvium, and one bedrock unit, the Pauba formation. Isolated undocumented tills were found within the eastern and western portions of the site. The general site geology is -6 pLM: IP/CHrNN NMASSNM S, INC. 971000-001 depicted on the Geotechnical Map (Plates 1-4). Detailed descriptions of the earth materials encountered in each excavation is provided in Appendix B. A general description of each unit follows. 4.3.1 Undocumented Fill (mar) svmbol - Afti) Isolated areas of stockpiled undocumented till soils were located near Margarita Road and Ynez Road. These fill materials consist of brown to dark yellow brown, dry to moist, loose ' to medium dense, silty fine to coarse sands. Some concrete and asphalt debris was observed in the stockpiled soils near Ynez Road. These undocumented fills as encountered range in thickness from approximately one to eight feet. It should be noted that due to the previous agricultural use of the site, additional undocumented fills or waste debris may be ' encountered during site grading and development. In addition, all exploratory trenches were loosely backfilled and should be considered as undocumented till. The undocumented till soils are considered unsuitable for the support of additional fills and/or structural improvements in their present state. The clean undocumented fill is suitable for use as compacted fill. Please refer to Section 5.2.2 for removal recommendations. 4.3.2 Fill Placed by Others (map vmbol - Afo) Fill soils placed under the observation and testing by others for the support of Margarita Road, Winchester Road and Ynez Road exist around the periphery of the site. These tills were not evaluated as part of this investigation, but should be suitable for support of the proposed pavement areas. 4.3.3 Topsoil (not a mapped unit) A stratum of topsoil has developed over most of the surface of the site. This stratum consist of porous, brown to dark brown, dry to wet, medium dense, silty to clayey fine to medium sand and sandy clay. Because of its potentially compressible nature, this material is ' considered unsuitable for support of additional fills and/or structural improvements in its present state. The topsoil when cleared of organic matter is considered suitable for use as compacted tills. Please refer to Section 5.2.2 for removal recommendations. 4.3.4 Alluvium (map symbol Oal) Alluvial materials were encountered throughout the lower elevations of the site to the total depth explored. The alluvium consists of brown to gray brown, damp to moist, medium to very stiff clayey silt and silty to sandy clay, and light brown to gray brown, damp to moist. medium dense to dense, silty fine to coarse sand. Localized lenses and beds of gravels were also encountered in this unit. Portions of the recent and near surface alluvial deposits were observed to be porous and are considered unsuitable for the support of the proposed additional tills and/or structural improvements in its present state. Please refer to Section 5.2.2 of this report for removal recommendations 1 tfINNTONAND ASSOCMUS, INC. �I 971000-001 t4.3.5 Pauha Formation (man symbol C)s) The Pauba Formation encountered generally consists of light brown to brown, damn to moist, medium dense to dense, silty and clean sands. Locally, highly expansive clayey siltstone to silty claystone was encountered at the Campos Verdes borrow site (see section 1 4.6.5). The Pauba Formation is generally considered suitable for use as till material and the support of additional tills and/or structural improvements. The highly expansive clay material should be placed in accordance with section 5.2.3 of this report. 4.4 Groundwater The subject site is located within the upper Santa Margarita River Basin which contains the Pauba/Temecula aquifer system (State of California, Department of Water Resources, 1971). The water basin resource has been manag.d by the Rancho California Water District (RCWD) since 1960 for both agriculturai and municipal use (Rancho California Water District, 1986). The District currently operates over ninety wells, two of which are adjacent to the Temecula Regional Center Property. Six wells previously have been used near or onsite for domestic and agriculturai purposes (State of California, Department of Water Resources, 1971). The following Table Summarizes the well data available from the Department of Water Resources and communication with RCWD personnel. State Well No. T.S. 75R)W Sec 33A (RCWD Well No. 205) is located east of Ynez Road, immediately south of the mall property. This well is perforated from approximately 150 feet below ground surface to the total depth. State Well No. T.S. 75R3W Sec 26 M (RCWD Well No. 106) is located north of Winchester Road, at approximately midway between Ynez and Margarita Roads. This weil is perforated in sections with the shallow perforation 142 feet below ground surface. 1 SUMMARY OF WELL DATA State Well No. Denth of Well Top of Well Elevation Depth to High Water LeveUDate Depth to Low Water Level/Date Depth to Current Water Level T.S. 7S R3W Sec 35A 1000 ft 1063 ft 52 ft/Apr '83 218 ft/Dec '96 207ft/Apr'97 T.S. 7S R3W Sec 26M 1005 ft 106i it 44 ft/Apr '83 260 ft/Sep '96 231ft/Apr'97 T.S. 7S R3W See 25M2 562 ft i069 t 4 ft/Mar '27 38 ft/Apr '66 unknown T.S. 7S R3W Sec 25N1 ? 1C80 ft 39 ft/Jan '65 44 ft/Apr '68 unknown ' T.S. 7S R3W Sac 26R1 50 ft 1062 ft 8.45 ft/3ui '26 30 ft/Apr 768 unknown T.S. ',S R3W Sec 3581 502 ft 1056 ft 20 ft/Cct 'S8 50 ft/Nov '66 unknown T.S. 7S R3W Sac 35A1 1000 ft 1060 ft 28 t/Apr '67 50 ft/Oct '67 unknown E MMOR1 UMMONAM MMCM US, M. 971000-001 As indicated in the above table, the current aquifer water levels in the site vicinity are approximately 207 to 231 feet below existing ground level (approximate elevation 842 to.801 1 MSL). Groundwater was reported however, at a depth of approximately 4 to 8.5 feet in wells constructed in 1926 and 1927 respectively. A'review of well water level data provided by RCWD (See Figure 2) indicates a general decrease (deepening) of the ground water level from 1993 through April, 1997. Groundwater was interpreted to be encountered in cone penetrometer test CPT -2 at a depth of 36 feet below the existing ground surface. It is our opinion that the shallow groundwater observed in the previous site wells and our recent cone penetrometer probe CPT -2 is a localized perched condition and limited to that vicinity of the site since all the other site borings did not encounter groundwater to a depth of 51 feet. There is a possibility that other limited saturated areas exist within the onsite drainages or within confined beds of the thick alluvium. It is our opinion that while the potential for groundwater to rise exists, it will be limited by the elevation of the adjacent Santa Gertrudis flood control channel stream bed elevation, approximately 15 to 20 feet below ' existing site elevations and continued groundwater withdrawal by the Rancho California Water District. The potential for development of shallow zones of perched water in lenses or strata of the more granular alluvial soils underlying the site will be diminished by the site development. The presence of pavement and structures over most of the site will limit the entrance of surface water to the underlying soils. ' 4.5 Rinnability ' All trenches and borings were excavated with minor to locally moderate difficulty utilizing a conventional small backhoe and hollow stem auger drill rig respectively. Rippability of the on-site materials is expected to be readily accomplished with standard heavy earthmoving equipment in ' good condition. Some localized cemented sandstone may be encountered, but should be limited in extent and generally rippable. 1 4.6 Faulting and Seismicity Temecula, like the rest of Southern California, is located within a seismically active region as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest -trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. These fault systems produce ' approximately 55 millimeters per year of slip between the plates. The Elsinore fault zone is estimated to accommodate 10 to 15 percent of the plate boundary slip (WGCEP, 1995). The location of the site in relationship to known major faults in the Temecula region are depicted in Appendix. E. California Fault Map. By definition of the State Mining and Geology Board, an active fault is one which has had surface displacement within the Holocene Epoch (roughly the last 11,000 years). The State Mining and Geology Board has defined a potendally active fault as any fault which has been active during the LONNrNNANNASSNCUTES, INC. I [] [1 [] 1 11 971000-001 Quaternary Period (approximately the last 1,600,000 years). These definitions are used in delineating Earthquake Fault Zones as mandated by the Alquisf-Priolo Geologic Hazard Zones Act of 1972 and as subsequently revised in 1994 (Hart. 1994) as the Alquist-Priolo Earthquake Fault Zoning Act and Earthquake Fault Zones. The intent of the act is to require fault investigations on sites located within Special Studies Zones to preclude new construction of certain inhabited structures across the trace of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Earthquake Fault Zoning Act. Our review of geologic literature pertaining to the site area indicates that there are no known active or potentially active faults located in the proposed mall property. Evidence for active faulting was not encountered during our field investigation or review of pertinent reports and aerial photographs. The nearest known active fault is the Wildomar Fault located approximately 0.5 mile west of the site. Our evaluation of the regional seismicity included a deterministic analysis utilizing EQSEARCH, (Blake, 1989a) and a probablistic analysis with FRISK89, (Blake. 1989c). These analysis are based on data tiles updated by Blake in 1995. Computer generated results of these analyses are provided in Appendix E and discussed in summary below. The nearest known active fault and source of the design earthquake is the Wildomar Fault (Elsinore Fault Zone) located approximately 0.5 mile west of the site. The maximum credible earthquake on the Wildomar Fault is estimated to be magnitude 7.5 (Blake, 1989a). The Uniform Building Code (UBC) established Seismic Zones (often accepted as minimum standards) based on maps showing ground motion with a 475+ year return period or a 10% chance of exceedance in 50 years. Our FRISK89 analysis indicates a 10% chance that a peak ground acceleration of 0.59- (the mean value) would be exceeded in 50 years (Appendix E). Considering the uncertainty or randomness of ground motion data used in predicting the 0.59- by adding one standard deviation to the mean, would increase the peak ground acceleration prediction to 0.778. This is considered however an unrealistically high acceleration because the analysis is dominated by a nearby fault, (Campbell, 1996). The design earthquake is, therefore, considered to he a magnitude 7.5 event on the nearby Wildomar Fault which would generate a peak ground acceleration of 0.59-. 4.6.1 Seismic Considerations The principal seismic considerations for most structures in Southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground rupture is considered low since active faults are not known to cross the site. Lurching due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility throughout the Southern California region. Hazard from seiches and tsunamis is not present as the site is located away from the immediate coastal area and there are no large standing bodies of water in or near the site. Evidence of differential subsidence and associated ground fissuring was not observed during our field investigation or review of the pertinent referenced reports and aerial photo-raphs, (Appendix A). Due to the absence of active 10 _ 1 §010,; � EINA IEICNrNNMAMM W, INC. I I 971000-001 faulting on the subject site, the potential for differential subsidence and ground fissuring is considered low. 4.6.2 Ground Shaking The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major regional faults. The design earthquake is considered to be a 7.5 magnitude event on the nearby Wildomar (Elsinore) Fault which is expected to produce peak ground acceleration at the site of 0.59g. Ground shaking originating from earthquakes along other active faults in the region (Murrieta Creek, Murrieta Hot Springs, etc.) is expected to be less due to smaller anticipated earthquake magnitudes and/or greater distances from the site. The results of our evaluation of seismicity of the site are presented in Appendix E. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and design parameters of the Structural Engineers Association of California. This site is located within Seismic Zone 4. 4.6.3 Liquefaction Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils below a near surface ground water table are most susceptible to liquefaction, while the stability of most clavey silts, silty clays and clays deposited in fresh water environments are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layers, thereby causing the soil to flow as a liquid. This effect may be manifested at the ground surface by settlement and/or sand boils. Based on the results of our subsurface exploration (Appendix B), the alluvial deposits on the site contain localized strata of liquefiable soils below the onsite projected high ground water (about 20 ft.) depth. These soils consist of relatively thin lenses of relatively loose, clean to silty, fine- to medium -grained sands or sandy silt. The thicknesses of liquefiable strata or lenses which vary across the site. are summarized at various locations on the Liquefaction/Potential Settlement Summary in Appendix E. Liquefaction of the very dense stratum of generally granular soils found below a depth of 30 to 40 feet underlying all but the northwest portion of the site is considered unlikely. The results of our liquefaction analysis, (Appendix E) indicate that the occurrence of the ' design earthquake may local!v reduce the factor of safety against liquefaction to less than 1.25 within various strata of the alluvial soils below the projected high groundwater level and above a depth of 30 to 40 feet. If liquefaction occurs within these strata, settlement is expected to occur. Total dynamic settlement, calculated in accordance with Tokimatsu and Seed, !987, should he less than 1.5 inches across most of the site and as much as 2.5 ' LEIGHMNAMEIM CIATES, INC. I 1 1 1 1 1 LJ 1 [I 971000-001 inches adjacent to Winchester Road in the northwestern area of the site. Differential settlement may be, but is not likely to be, of similar magnitude. A summary of the calculated settlement due to liquefaction is also presented in Appendix E. The occurrence of liquefaction and related settlement, as analyzed, requires that the design earthquake occurs simultaneously with the rise of the ground water level to the projected high. It is unlikely that a fluctuation in the ground water level at the site (now greater than 50 feet and likely to be over 200 feet below existing surface) will reach again the projected high (20 feet below surface). If this were to occur, it would be less likely that it would be occurring simultaneously with the design earthquake. In the event of a simultaneous occurrence, the effects at the surface of differential settlement generated in the deeper soil strata would be limited due to the overlying 20 to 35 -foot deep protective layer of non - saturated alluvium and compacted till (Ishihara, 1985). Therefore, the potential for damage to surface improvements due to liquefaction during the design life (50 years) of the project is considered to be very low. 4.6.4 Evaluation of Photo Lineaments A review of pertinent aerial photographs was performed to identify geomorphic features, vegetation and tonal lineaments that may be produced by faulting (see Appendix A). The aerial photograph review and lineament interpretation was performed independently of previous site investigations (Converse, 1990; Kennedy, 1977; ICG, 1989; Leighton 1985. 1988 and 1991). The referenced aerial photographs through 1964 (Appendix A) predate construction of Ynez Road and the immediate surrounding area (to approximately one-half mile). A photographic lineament feature located south and west of the subject property was observed. This feature was observed to exhibit weak to moderate tonal contrast and coincides with Kennedy's inferred fault (Kennedy, 1977). Approximate location of this lineament is depicted on Figure !. A specific subsurface fault investigation was previously performed on this feature by Leighton and Associates, Inc. (Leighton. 1991). The subsurface investigation performed on the adjacent property did not encounter any faults or fault related features. It is our opinion that this lineament is not fault related and dues not present a potential hazard to site development. No other geomorphic features or lineaments were observed crossing the subject property or trending in the direction of the property from a distance of approximately one-half mile from the site. 4.7 Campos Verdes Borrow Site Review of the project Mass Grading Plans (RBF. 1997) indicate that approximately 750,000 cubic yards will be excavate, from the Campos Verdes borrow site and placed as - i2 - & , LOON ONANNASSN M79, INC. 1 971000-001 ' compacted fill on the Temecula Regional Mall property. Five borings were excavated, sampled and logged during this investigation to determine the engineering properties of the ' proposed import soils. We understand that the import/export soils will be derived from the design excavation materials, and not from the surficial topsoil and alluvium which requires removal and recompaction in proposed fill areas for the future Campos Verdes site ' development. Based on our subsurface investigation and previous site work (Converse, 1990; Leighton, ' 1988a), the design excavation (import/export) will consist of bedrock materials derived from the Pauba formation. The Pauba formation generally consists of light brown to red brown to gray brown silty tine grained sand to very coarse sand with some silt. A very highly expansive (EI=186, per UBC 18-1-B), dark olive gray, clayey siltstone to claystone ' bed was encountered in Borings B-43 and B-44 along the southern portion of the site (see plate 4). This expansive claystone/siltstone bed was encountered at a depth of approximately 18 to 21 feet below existing ground surface at each boring location and is ' approximately 5 to 6 feet in thickness. The proposed excavation for export will encounter this expansive material. ' The Pauba formation granular sandy materials are suitable for use as compacted till underlying the proposed structures and pavements. See section 5.2.3 for recommendations on use of the expansive clayey soils. 1 4.8 Hvdroconsolidation and Subsidence 1 1 1 1 1 1 1 1 1 1 Damage to structures and ground cracking due to hydroconsolidation of recent alluvial deposits has occurred in the Murrieta area to the north (approximately 1 to 3 miles) and withdrawal of groundwater causing ground subsidence in Temecula to the south and southwest (approximately 0.5 to 1 mile). These areas have been identified by the County of Riverside (County of Riverside. 1988, 1991, 1994) as the "California Oaks" zone, "Silver Hawk" zone and Temecula "Subsidence" zone. The ground cracking and settlement was the result of hydrocollapse due to a rapid and unusual rise in groundwater (Pacific Soil Engineering, 1992). Additionally, the following conditions were determined to exist concurrently in order for ground surface displacement due to hydroconsolidation to occur: 1) Partially saturated alluvium was present 2) Fill embankments or other load increases applied additional stress on the alluvium 3) Rising groundwater occurred 4) Steep subsurface alluvium to bedrock contacts exist The geologic setting and subsurface geometry of the Murrieta areas which experienced hydrocollapse differ substantially from that of the subject site. The hydrocollapse zones were lEI6NiOMBASSWUT S, INC. 971000-001 ' characteristically relatively narrow, steeply incised channels rapidly infilled with loose sandy alluvium. Subsequent construction of residential units, golf courses, landscaped open space and ' heavy rainfall provided the major groundwater source. The subject mall site property is located within a broad alluvial valley filled with more stratified, generally medium dense to dense sandy to clayey silty alluvium. Based on our subsurface investigation, a near surface steep bedrock contact ' does not exist underlying the proposed Mall buildings. A collapsible soil (hydroconsolidation) environment is characterized by relatively thick deposits of ' rapidly placed, dry, sandy, silty soils. :Measurements of hydroconsolidation (laboratory collapse or consolidation tests) would intricate a preponderance of results throughout the deposit exceeding 2 to 3 percent. ' Specific evaluation of the potential for hydroconsolidation at this site included collapse tests on samples of the relatively thin strata of dryer, sandy, silty soils. Results of 17 tests indicate an average collapse of 0.25 percent. Eight consolidation tests were performed to evaluate the ' compressibility of soils, particularly the near -surface materials. The average hydroconsolidation potential measured in the three samples which exhibited collapse was 1.53 percent. All three samples were in the upper five feet. A Summary of Hydroconsolidation Testing is including in ' Appendix D. Considering the nature of the site and results of the testing it is concluded that this site does not exist in a collapsible soils environment. The level of measured potential for hydroconsolidation in ' the alluvial soils below a depth of five feet is less than that which could be attributed to sample disturbance in driving a California sampler. Theretore, the potential for damage to surface structures due to hydroconsolidation is considered to be negligible. The "Temecula Subsidence" zone was established as a result of ground cracking due to groundwater withdrawal. The cracking also occurred along a pre-existing fault trace (Lei;hton. ' 1987). The subject site is not located within the Temecula subsidence zone and the lack of onsite faulting makes the probability of ground cracking onsite due to groundwater withdrawal very unlikely. In addition., the Rancho California Water District currently monitors all groundwater ' pumping operations on a monthly basis. 1 t 1 Y & mgh .y ' ensxrnx� ,pec. 1 1 5.1 General 1 1 971000-001 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on our geotechnical investigation, it is our opinion that the proposed development is feasible from a geotechnical standpoint and may be constructed provided the following recommendations are incorporated into the design and construction. The following sections discuss the principal geotechnical concerns affecting site development and grading and provides preliminary foundation design recommendations which should be implemented during site development. ' 5.2 Earthwork Earthwork should be performed in accordance with the General Earthwork and Grading ' Specifications in Appendix G and the following recommendations. The recommendations contained in Appendix G are general grading specifications provided for typical grading projects. Some of the recommendations may not be strictly applicable to this project. The specific ' recommendations contained in the text of this report supersede the general recommendations in Appendix G. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly in accordance with the ' recommendations of this report and the specifications in Appendix G, notwithstanding the testing and observation of the geotechnical consultant. ' 5.2.1 Site Prenaration ' Prior to grading, the proposed structural improvement areas (i.e. all pavements areas, structural building, etc.) of the site should be cleared of surface and subsurface obstructions, including existing concrete irrigation pipes, irrigation wells, foundation ' remnants, debris, and heavy ve_etation. Vegetation and debris should be disposed of off site. Clean concrete may be crushed to 12 inch minus and placed in accordance with Appendix G. The placement of concrete is not recommended within 2 feet of proposed t utilities or within 10 feet of finishgrade elevation. Holes resulting from removal of buried obstructions which extend below the recommended removal depths described herein or below finished site grades (whichever is lower) should be filled with properly compacted ' soil. The existing drainage channel should be cleared of all vegetation, debris, recent alluvial materials, and filled with properly compacted fill material. Onsite wells should be abandoned in accordance with the requirements of the County of Riverside. ' 5.2.2 Removals and Recompaction The topsoil, undocumented till and porous surface alluvial soils that exist on site are compressible in their present state under the loading of additional fill soils or 1 15 - ' rEr6NRIMAND ASSOCIATES, INC. 1 971000-001 1 improvements. The following description of estimated removal depths presents our general estimated depth of remedial removal from existing, natural ground surface elevations. 1 These depths do not include the uncompacted, above ground stockpiled fills or loose exploratory trench backfill. It should be noted that since the ground surface has been disced for weed control, a surface subsidence of approximately 0.25 feet should be 1 anticipated. The estimated removal depths are based on a post surface subsidence condition. The following removal depth for the proposed Mall structure and immediately surrounding 1 buildings are based on the condition of the near surface soils encountered during the subsurface investigation and on the load bearing and differential settlement requirements established by the proposed tenants and Forest City Development. The removal depth and 1 subsequent backfill with properly compacted granular sandy till soils derived from the bedrock excavation of the import site will provide the required soil foundation characteristics. iIn locations of settlement sensitive structures (Buildings. Retaining Walls, etc.) the existing soils should be removed to competent, uniform material as determined by the geotechnical 1 consultant, scarified a minimum depth of 12 inches, moisture conditioned (or dry back as necessary) and compacted to a minimum 90 percent relative compaction (or 95 percent for mall structure and attached building areas) based on ASTM Test :Method D1557-91 prior to 1 placing fill. As a minimum, the lateral removal limit should be based on a 1:1 projection downward and outward from the outer most perimeter footing of a structure to the recommended removal bottom and then projecting another 1:1 line upward to the existing 1 ,ground surface. Specific tenant design criteria may require a greater lateral removal limit and should be thoroughly reviewed by the earthwork contractor. 1 In summary, removals below site improvements and/or fill areas are as follows: Parking Areas and Roadways: Remove all existing undocumented till soils and upper 6 inches of topsoil/porous alluvium. The exposed surface 1 should be proof rolled with a fully loaded rubber tired scraper, water truck or other compaction equipment 1 suitable to locate yielding or pumping areas of remaining soil materials. Localized deeper removal should be anticipated based on proof rolling 1 performance, field observation and additional test pit evaluation by the geotechnical consultant. Major Stores and Mall Structures: Remove all undocumented fill soils, top soil and 1 alluvium to the depth indicated below or to the depth required to provide the designated depth of fill beneath footings. whichever is deeper: 1 1C Penney -- 3 feet, 5 feet of fill minimum 1 16- r&76 M; 1 tEIGMNAO AMM W. 1 971000-001 ' Robinson's -May -- 3 feet, 7 feet of fill minimum Sears - 4 feet, 4 feet of fill minimum Future Store -- 6 feet, 7 feet of fill minimum Mall Structure -- Extrapolate the depth of removals between and among that required for the major stores. Cinema and Detached Single Remove all existing undocumented fill soils and upper 2 ' Story Perimeter Buildings: feet of topsoil or alluvium, or to a depth of 3 feet below proposed footing bottom elevation, whichever is deeper. ' As indicated above, the removal depth may be dependent upon the structures footing depth embedment. Therefore the footing embedments should be provided by the structural engineer prior to building area remedial removals are performed. 1 5.2.3 Structural Fills ' The onsite and proposed Campos Verdes borrow site granular soils are suitable for use as compacted fill, provided they are relatively free of organic materials and debris. Highly ' expansive claystone and siltstone materials encountered at the borrow site should not be placed beneath proposed structures or surface improvements. The expansive clayey material may be mixed with sandy soils and placed as compacted till in the deeper upper t level parking lot areas. The soil mix should contain generally no more than 25 percent clay by volume. These expansive soils should not be placed within 20 feet horizontally of retaining structures or 5 feet vertically of pavement subgrade. Extensive mixing, blending 1 and possibly drying back this clay material should be anticipated by the earthwork contractor. ' Areas to receive structural fill and/or other surface improvements should be prepared in accordance with Section 5.2.2 and scarified to a minimum depth of 12 inches, brought to at near optimum moisture content, and recompacted to at least 90 percent relative compaction, ' 95 percent for mall structure area, (based on ASTM Test Method D1557-91). The optimum lift thickness to produce a uniformly compacted fill will depend or, the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness. Fill soils should be placed at or above the minimum ' optimum moisture content. Placement and compaction of fill should be performed in accordance with local grading ordinances under the full-time observation and testing of the geotechnical consultant. 1 Fills placed on slopes steeper than 5 to I (horizontal to vertical) should be keyed and benched into approved formational soils (see Appendix G for benching detail). Fills placed ' beneath the mall and major structures should be derived from the more granular materials of the Pauba formation from the southeast section of the site or the proposed borrow area. 1 17 LEMON AND ASSOCIATES, INC. 97 1000-00 1 ' Oversize material may be incorporated into structural fills if placed in accordance with the recommendations of Appendix G. 5.2.4 Utility Trenches The onsite soils may generally be suitable as trench backfill provided they are screened of rocks over b inches in diameter and organic matter. Trench backfill should be compacted in uniform lifts (not exceeding 8 inches in compacted thickness) by mechanical means to at ' least 90 percent relative compaction (ASTM Test Method D1557-91). Excavation of utility trenches should be performed in accordance with the project plans. ' specifications and all applicable OSHA requirements. The contractor should be responsible for providing the "competent person" required by OSHA standards. Contractors should be advised that sandy soils (such as the onsite alluvium) can make excavations particularly ' unsafe if all safety precautions are not taken. In addition, excavations at or near the toe of slopes and/or parallel to slopes may be highly unstable due to the increased driving force and load on the trench wall. Spoil piles due to the excavation and construction equipment should be kept away from the sides of the trenches ' 5.25 Shrinkage and Bulking The volume change of excavated onsite materials upon recompaction is expected to vary with materials, density, insitu moisture content, location and compaction effort. The in- place and compacted densities of soil materials vary and accurate overall determination of shrinkage and bulking cannot be made. Therefore, we recommend site grading include, if ' possible, a balance area or ability to adjust import quantities to accommodate some variation. Based on results of laboratory testing and our experience with similar materials. the following values are provided as guidelines: Topsoil, Alluvium and 10 to 15 percent shrinkage Undocumented -reusable Fill Pauba Formation 8 to 12 percent shrinkage t5? Slone Stability Our review of the referenced project plan (Appendix A), indicates that till slopes at inclinations of 2: i (horizontal to vertical) or flatter with an approximate maximum height of 20 feet are proposed on site. A cut slope with a maximum height of 10 to 12 feet is proposed near the southeast entrance to the mall site. This slope will be excavated into the Pauba 'formation bedrock. The till slope was analyzed for gross stability utilizing Janbu's analysis method for earth slopes. The lower cut slope is clearly grossly stable considering the high strength parameters and. therefore, ISISN MUS1 ASSNCIAUS, INC. I 1 [1 971000-001 was not analyzed. The cut slope, however, should be observed and mapped by the project engineering geologist during grading to identify potential weak materials or out -of -slope bedding. The results of our analysis are provided in Appendix F. The strength parameters assumed in our analyses are based on our laboratory test results (Appendix D), our experience with similar units and our professional judgement. The parameters utilized are summarized in the following table: Material Unit Weight Cohesion Angle of Internal Friction (pct) (pcf) (degrees) Fompacted Fill 115 150 30 PCauba Formation 115 100 38 1 5.3.1 Fill Slope Stability The materials anticipated for till slope construction will predominately consist of silty sands ' derived from excavation of the Pauba Formation, and onsite alluvial materials. Placement of the highly expansive clay encountered at the proposed borrow site should not be placed within 10 feet of the slope face or placed in continous lifts which may cause future water ' related seepage problems. We generally recommend against the exclusive use of cohesionless sand in the slope faces as these materials are prone to extensive rilling. We anticipate however, some slopes may be constructed with the onsite cohesionless sands due ' to economics and earthwork logistics. Accordingly, the construction and maintenance of slopes should be strictly adhered to. Our analysis, assuming homogeneous slope conditions, indicates the proposed fill slopes at inclinations of 2:1 (horizontal to vertical) or ' flatter have a calculated (static) factor of safety in excess of the minimum typically required (1.5) with respect to potential, deep-seated failure. The proposed slopes should be constructed in accordance with the recommendations of this report, the attached General ' Earthwork and Grading Specifications (Appendix G), and the City of Temecula grading ordinances. ' 5.3.2 Surficial Slone Stabilit t Our analysis of properly compacted fill slopes (Appendix F) generally indicates an adequate factor of safety against surficiai failures assuming adequate protection against erosion. Ir. addition, the outer 2 to 3 feet of fill slopes generally become less dense with time and ' become increasingly susceptible to erosion. Accordingly, since the onsite soils have a high susceptibility to erosive rilling, vegetation selection and ongoing maintenance are imperative to properly performing slopes. ' To reduce erosion potential berms should be provided at the tops of fill slopes. Drainage should be directed away from the tops of slopes. Inadvertent oversteepening of slopes ' 19- &: ' LOGH 0UAUDAMU nS, INC. ' 971000-001 ' should be avoided during fine grading and construction. Erosion and/or surficial failure potential of fill slopes may be further reduced by implementing the following measures during design and construction of slopes. • Slone Face Compaction and Finishine ' In order for the recommended minimum of 90 percent relative compaction to be achieved out to the slope face, till slopes should be overbuilt and trimmed back to ' expose the properly compacted slope face core or periodically backrolled with increasing height of the fill slope with a weighted sheepsfoot compactor and trackwalked with a tracked dozer or other equivalent proven methods. Slope Landscanina We recommend that all graded slopes be landscaped with drought -tolerant, slope ' stabilizing vegetation as soon as possible to minimize the potential for erosion and slumping. Moisture in the slope face should be maintained relatively constant (i.e., prolonged drying and wetting of the slope faces should be avoided). Burrowing activity by rodents and other vermin should be controlled at all times. ' 5.4 Surface Drainage and Erosion We recommend that measures be taken to properly finish grade each building area, such that ' drainage water from the building area is directed away from building foundations (2 percent minimum grade on soil or sod for a distance of 5 feet). Ponding of water should not be permitted, and installation of roof gutters which outlet into a drainage system is considered prudent. Planting ' areas at grades should be provided with positive drainage directed away from buildings. Drainage and subdrainage design for these facilities should be provided by the design civil engineer and/or landscape architect. ' 5.5 Foundation Desien ' We anticipate that the mall and major two level masonry structures will be supported on a combination of conventional interior and exterior isolated -spread footings and continous perimeter footings. The following recommendations are based on our understanding that the subject mall and major structures will be underlain by properly compacted fill soils generated from the excavation of Pauba formation sandy materials. The remaining detached structures and future perimeter parcel foundation design recommendations are based on the assumption that the underlying ' compacted fill soils will be derived from onsite topsoil, undocumented fill, or near surface alluvium materials. ' Therefore, it should be understood that some selective grading is required to achieve the desired foundation design parameters for the central two level Mall structure and attached buildings. 1 971000-001 1 5.5.1 Mall and Major Attached Structures iThe following recommendations are based on the assumption that the proposed structural footings will be underlain by a minimum of 4 to 7 feet of imported sandy soils derived 1 from the Pauba formation with a very low to low expansion potential (50 or less per UBC 18-I-13). See Section 5.2.2 for minimum fill thickness recommendations for each building area. The fill thickness and expansion potential should be confirmed during grading by the 1 geotechnical consultant. The following table summarizes our foundation design parameters. 1 1 I 1 MALLSTRUCTURE Foundation Design Parameters Minimum Width - Isolated (Column) Footings Continous Footings 24 inches 18 inches Minimum Depth - 18 inches 18 inches Allowable Bearing Capacity - 4000 psf 4000 psf Minimum Reinforcement - No. 5 Bars @ 24" O.C. both ways One No. 5 Bar Top and Bottom 1 An increase in allowable capacity bearing for added depth and width of footing is not 1 recommended due to the need to limit differential settlement. All reinforcement should be in accordance with the structural engineer's requirements. 1 Interior column footings should be structurally isolated from floor slabs. The structures should also be designed for the anticipated settlement (see Section 5.8). 1 5.5.2 Perimeter Detached Structures 1 We anticipate that the detached Cinema and commercial buildings (one to two level structures) will utilize a combination of continous perimeter and conventional interior isolated -spread footings for building support. The following recommendations are based on 1 the assumptions that the proposed structure footings will be underlain by a minimum of 3 feet of properly compacted fill soils with a low to medium expansion potential (90 or less per UBC 18-1-B). The following Table summarizes our foundation design parameters. i 1 1 71& 1 LEIMrNNMN AMCIAM, INC. I 1 971000-001 DETACHED STRUCTURES Foundation Design Parameters Minimum Width - Isolated (Column) Footings Continous Footings 24 inches 15 inches Minimum Depth - 18 inches 18 inches Allowable Bearing Capacity - 2500 psf 2000 psf Increase per added foot of depth - 500 psf 500 psf Increase per added foot of width - 200 psf 200 psf Maximum allowable bearing capacity - 3500 psf 3000 psf Minimum Reinforcement - No. 5 Bars 24" O.C. both ways One No. 5 Bar Top and Bottom All reinforcement should be in accordance with the structural engineers requirements. ' Interior column footings should he structurally isolated from floor slabs. The structures should also be designed for the anticipated settlement (See Section 5.8). ' 5.6 Floor Slab Design All slabs should have a minimum thickness of 4 inches and be reinforced at slab midheight with 6X6-10/10 welded -wire mesh or in accordance with structural considerations. Considering the inherent difficulty in placing welded -wire mesh at slab midheight we offer an alternate reinforcement of No. 3 rebars at 18 inches on center (each way) or No. 4 rebars at 24 inches center (each way). Additional reinforcement and/or concrete thickness to accommodate specific loading conditions or anticipated settlement should be evaluated by the structural engineer based on a modulus of subgrade reaction of 300 lb/in'/in and the anticipated settlements outlined in Section 5.8. We emphasize that it is the responsibility of the contractor to ensure that the slab reinforcement is placed at midheight of the slab. Slabs in areas of moisture sensitive floor ' covering or storage areas for materials sensitive to moisture should be underlain by a 2 -inch laver of clean sand (SE> greater than 30) to aid in concrete curing, which is underlain by a 6 -mil (or heavier) moisture barrier, which is, in turn, underlain by a 2 -inch layer of clean sand to act as a capillary break. All penetrations and laps in the moisture barrier should be appropriately sealed. Our experience indicates that the use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often ' aggravated by a high cement ratio, high concrete temperature at the time of placement, small nominal aggregate size and rapid moisture louse due to hut, dry, and/or windy weather conditions ' lfICHICM� ,IXC. LI 1 1 971000-001 during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 inches at the time of placement) can reduce the potential for shrinkage cracking. Moisture barriers can retard, but not eliminate moisture vapor movement from the underlying soils up through the slab. We recommend that the floor coverings installer test the moisture vapor flux rate prior to attempting application of the flooring. 'Breathable" floor coverings should be considered if the vapor flux rates are high. A slip sheet should be used if crack sensitive floor coverings are planned. 5.7 Footing Sethack We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement -sensitive structures (i.e. fences, walls, signs, etc.). This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall). Slope Height Recommended Footing Setback <5 feet 5 feet minimum 5-15 feet 7 feet minimum > 15 feet H/2, where H is the slope height, not to exceed 10 feet for 2:1 slopes We should note that the soils within a slope setback area possess poor long term lateral stability, and improvements (such as retaining wall, sidewalks, fences, pavement, underground utilities, etc.) constructed within this setback area may he subject to lateral movement and/or differential settlement. 5.8 Anticipated Settlement Settlement of some unremoved alluvial material, and properly compacted fill soils is expected to occur due to the application of structural loads (elastic settlement), the majority of which typically occurs during and slightly after construction. Most of the settlement within alluvial soils under the loading of compacted fill embankments is also expected to occur during or shortly after construction. Based on results of consolidation and collapse tests, hydroconsolidation of compacted fill or underlying alluvium is considered to be insignificant. ' Consolidation characteristics of compacted till and alluvial soils and major tenant design requirements have been considered in conjunction with the recommended allowable bearing ' t�tsxroaaevaaacuns, nrc. 971000-001 ' capacities to evaluate settlement of structures for each major store location. Total and differential settlement of the major structures (with the recommended amount of fill under footings) should not 1 exceed the design requirements for each major store (A summary of the estimated settlement for each location is presented in Appendix F). Total and differential settlement of perimeter and detached structures, including the Cinema structure, should not exceed 1 inch and 1/a inch within 30 feet (Angular distortion, 1/720), respectively. 5.9 Lateral Earth Pressures and Resistance Embedded structural walls or cantilever retaining walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. ' For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with very low to low expansion potential soils is provided below. Determination of which condition, active or at -rest, is appropriate for design will 1 depend on the flexibility of the wall. The effect of any surcharge (dead of live load) should be added to the following lateral earth pressures. Based on our investigation, the sandier onsite and import soils may provide low to very low expansive potential backfill material. All backfill soils should have an expansion potential of less than 50 (per UBC 18 -I -B). The passive pressures provided below assume that the setback recommendations in Section 5.7 are adhered to. Equivalent Fluid Weight (pct) Condition Level 2:1 Slope Active 35 55 At -Rest 55 65 Passive 350 (Maximum of 3 kst) 200 The lateral earth pressures should be increased to reflect the increment of additional pressure caused by the design earthquake. Accordingly, an increment of lateral pressure equal to 16.4 H', where H is the height of the wall, should be applied at a distance of 0.6H above the toe of the ' wall. Under the combined effects of static and earthquake loads on the wall a factor of safety between 1.1 and 1.2 is acceptable when evaluating the stability (sliding, overturning) of the wall 1 -24- -� &r�?7 4 [EIGHMNAND A=M YES, MC. 971000-001 ' (NAVFAC DM 7.2). All retaining wall structures should be provided with appropriate drainage and waterproofing. Typical drainage design is illustrated in Figure 3. As an alternative, an ' approved drainage board system installed in accordance with the manufacturers' recommendations may be used. ' Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). Surcharges from adjacent structures, traffic, forklifts or other loads adjacent to retaining walls should be considered in the design. Wall footing designs should be in accordance with the previous foundation design recommendations and reinforced in accordance with structural considerations. Soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of ' the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. ' 5.10 Geochemical Issues ' 5.10.1 Concrete Laboratory tests indicate a negligible concentration of soluble sulfates in onsite and proposed import soils (less than 0.005 percent) for tested representative samples (Appendix D). Accordingly, typical Type 1/11 cement may be used for concrete in contact with onsite soils. 5.10.2 Metallic Corrosion Minimum resistivity and pH tests were performed on representative soil samples (Appendix D). Test results indicate the onsite and import soils possess a very low corrosion potential ' for buried uncoated metal conduits. It is recommended that a qualified corrosion engineer be consulted if corrosion sensitive materials are to be used. ' 5.11 Pavement Section Design ' Because of the variability of materials on site, it is not possible to know which soils will be placed or exposed at pavement subgrade. In order to provide the following recommendations, we have visually evaluated the onsite soils and utilized R -value test results performed on representative ' samples (Appendix D), (R=17 and R=25 for onsite surface alluvium and topsoil and R=50 for sandy Pauba Formation materials from the borrow site). The following pavement sections are ' -25- &� LBOTONANNAMCMTES, INC. L 971000-001 provided for the entry and perimeter streets, the interior driveways and parking areas. Based on the City of Temecula minimum pavement sections and R -values of 17, 35 and 50, we provide the following preliminary sections for planning purposes. Pavement sections were determined using the Caltrans method for design of flexible pavements. Traffic Indices utilized in this method of design are based on estimated equivalent axle loads over a period of 20 years. It is recommended that representative samples of actual subgrade materials be obtained and tested as the basis for the final pavement design. It is also recommended that the site grading be performed to place the sandy Pauba materials within 18 inches of proposed subgrade for pavements and hardscape from either onsite or the borrow site at pavement subgrade in order to minimize pavement thickness requirements. • Standard Duty Parking Areas (Traffic Index = 5.0) R -Value = 17: 3" AC / 8" AB R -Value = 35: 3" AC / 4" AB R -Value = 50: 3" AC / 4" AB • Perimeter and Access Streets (Traffic Index, TI. = 7.0) R -Value = 17: 4" AC / 12'/-" AB R -Value = 35: 4" AC / 8'/2" AB R -Value = 50: 4" AC / 5" AB Class 2 aggregate base should conform to Section 26 of the State of California, Department of Transportation, Standard Specifications. Concrete should be reinforced at a minimum with 6x6-10/10 welded -wire mesh at slab midheight. Asphalt Concrete, Portland Cement Concrete, and base materials should conform to and be placed in accordance with the 1997 Edition of the "Greenbook", Standard Specifications for Public Works Construction. The upper 12 inches of subgrade soils should be moisture conditioned and compacted to at least 95 percent relative compaction based on ASTM Test Method D1557-91 prior to placement of road base. The base layer should be compacted to at least 95 percent relative compaction as determined by ASTM Test Method D 1557-91. If pavement areas are adjacent to heavily watered landscape areas, some deterioration of the subgrade load bearing capacity may result. We recommend some measures of moisture control ' (such as deepened curbs or other moisture barrier materials) be provided to prevent the subgrade soils from becoming saturated. 6 &D 11 1 971000-001 6.0 GEOTECHNICAL REVIEW Geotechnical review is of paramount importance in engineering practice. The poor performance of many foundation and earthwork projects have been attributed to inadequate construction review. We recommend that Leighton and Associates be provided the opportunity to review the following items. 6.1 Plans and Specifications The geotechnical engineer should review the project plans and specifications prior to release for bidding and construction. Such review is necessary to determine whether the geotechnical recommendations have been effectively implemented. Review findings should be reported in writing by the geotechnical engineer. 6.2 Construction Review Observation and testing should be performed by Leighton and Associates representatives during construction. It should be anticipated that the substrata exposed during construction may vary from that encountered in the test borings or trenches. Reasonably continous construction ' observation and review during site grading and foundation installation allows for evaluation of the of the actual soil conditions and the ability to provide appropriate revisions where required during construction. ' Site preparation, removal of unsuitable soils, approval of imported earth materials, fill placement, foundation installation and other site geotechnically-related operations should be observed and ' tested. 1 1 1 27 - 7 LEIONrONNMASSOCIAMS, IMC. F 971000-001 7.0 Limitations This report was prepared for Forest City Development California Inc., and The Temecula Regional Center, based on Forest City's needs, directions and requirements at the time. This report was necessarily based in part upon data obtained from a limited number of observances, site visits, soil and/or samples, tests, analyses, histories of occurrences, spaced subsurface explorations and limited information on historical events and observations. Such information is necessarily incomplete. The nature of many sites is such that differing characteristics can be experienced within small distances and under various climatic conditions. Changes in subsurface conditions can and do occur over time. ' This report is not authorized for use by, and is not to be relied upon by any party except, the Forest City Development California Inc., its successors and assigns as owner of the property, its tenants and its lenders, LGA -7 (the current property owner) with whom Leighton contracted for the work. Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this Report constitutes an agreement to defend and indemnify Leighton & Associates from and against any liability which may arise as a result of such use or reliance, regardless of any fault, negligence, or ' strict liability of Leighton and Associates. 1 I I I U I I I I 28 - LEINMMNANO ASSNCIATES, INC. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1� 03%31%97 MON' 15:26 FAX 909 676 3339 87.00 - 103.16 107.131-- j - --_ 93` ;Well 106 WeI1205 -- - Jan•83 110.891 - - - _may -ITun-93 219.45' Feb -83 - _59.00; -- 55.00; Jan -E r•8 Ma3' - 76.00 - - Feb -6 _Apr -831 44 00; 52.00;. -- Mar -8 May831 45.00, _ 55 00' - Apr -8 -- I -TE -MANCE & OPERATIONS Z002 e11100 �We11205 � - j'-- � --�-- 400.381 106.341 - WeI1106 W-1 I205 101.08] 107.867 - Jan -93 172.791 -_ I Feb -931 166.19 105.241 109A2! Jun -83 60.00 87.00 - May 88 103.16 107.131-- j - --_ 93` Jul -83: 1@1,00, 51,00. Jun -88,' Ju188! 110.891 112.09' _ - _may -ITun-93 219.45' Aug -83' 162.00 87.G07 -- - 115.95 115.13 Juf-031 - Sep -83' 139.00 , 107.00 - - Aug 887 108.49 109.82f -- --- '- Aug -93' _ Oct -83' 141.Co. 718.00! -- Sep -88; 107.29 _ 114.31! - _- Sep -93; Nov -83 9000 127 Oct -88 -- 118.487 123.00: O -'-'-- - .00 Dec -83, JO.CO 76.G0' Nov -8i72 -3.C2 - - T2- 9-- - ct-93, ~ Nov93; - -- - Jan -84 61.00' 72 - - Dec•88; 109.00 113.09 _ Dee•937 - - - .00 Feb -84 74.00 12 -00 _ Jan -897 104.00! Feb 108.771 - _ Jan -94 -- -- Mar-84:_ 79.00, 60 00. -... -89'. 105.48; Mar -89; 107A9: _ 111.87_ _ Feb -94' - -Mar Apr -84 62.00- _ 74.00 - 113.42;_ -94'-_ 182.41'-- _ May -84 67.G0 --- Apr -897 112.91 May89 123.49: _ ! Apr•94; 782.41' 7,5.'- Jun -84 68.00 75 _ 131,43 Jun -89; 136.97' 139.69 _ May9a. 179.24 _Jul -84 _71.00 11 "0.00' -- Jul -897 148.64 144.03 -- - -� Jun•94� 188.28 Aq 8484 10000' 103.00 _ Aug•89:' 145.98! _ Jul -94, -le.68, - Sep -84 _ `' 131.00 Oct -- Sep -89! 146.14! - - - Aug -94 195.50,_ - -84 117.05 Nov -84: -g4 - -- Oct -89! 155.591 - -'- Sep -94 190182. _ .00 Dec -8a: 78,00, 83.00. -Nov-89; 152.811- -- _ Oct -94; 201.79, - � _ - Nov -94' _ _ Jan -85 69.00. -75.G7-- Dec -89 154.82; --- - -i 201.55_ Dec -94' 169.61' Feb -85: 89,72' 66.94 Jan -90. 149.76! 154.75: - - Jan -95; Mar 85 99.78' Feb -90. j -__ 46.051 - t49.00 192.00 _ Feb -95 ---- _69.84' -85;- 72.31' - Mar-90,' 141.98; _ 143.62; 189,40- -Apr May_85; - 85.25 AlA_90'_156.62: 150.00,_ -_;-Mar•95� 185.52,- - _ p'Pr•95� 184.9H� -Jun-85, 94.86:-- j-- _ _May_154.95; Jun -90! 163.93' 154.95; - -- _May -95 191.731 195.3. - - 110.90' Aug-85 --_ '_Jul -90' 176.37; 159.90: 166.84; i Jun- - 207.75 -j 9-9. - 116.58: S$' - --Aug-80' 169.70; 165.421 _ Jul -95' 222.30: 201.2" - '- -Sep 117.00 -85" 118.24 Sep -90' 168.07; --- p -U9 s 226.77' 204.56 ~ 163.82: _Oct 120.00 Nov -85' 93.62, - 98.00. - _Oct -90;-165.11; 187.60' - Sep -95 z35.33� 206.38 Oct - _ _Dec -85' 93.71 96.41 Nov -90: 166.65 - - - 170.40: - -95 252.21' 202.25 Nov -95; 218.05: Jan -86' 8388 96.97 - - _Dec=90:- 162.39: 199.94 - Dec -95; 214.55 _.Feb -85 -81.77 95.51'-- _Jan•91_166.00_ _ _ -- -- 795.32 Jan•96 - 213.76; -201.09 Mar -86: 80.14' 95.69--- Feb -9!' 155.60 - Feb -96- 19202, Apr -S6 64.32' 99.75- Mar -91: 159.35' 162. ?7: - - --- 193.01 Mar -96' 193.0"8 May -86 109.44 114.40 -jun-86! Apr"91 153.67; May91: 167.21; - - - 194.16 - Apr -96!-I'§-2 195.67 - _ 120.10 119.75 _ Jun -91: 165.72; __ _1 _ May -96 19?.58! 195.67 _ Jul -86.' 129.60 130.03' Aug -86' 123.85; --' Jul -91. 162.60- Jun -96! 235.00' 197,63 X41.60' _ Sep•86 127.28: _q-91: 165.44; - '- Jul_96: - -212.90201. ; 0 - Aug -96:_220.70' 20 .64 Oct•86 118.7E 171.89, Noy 86 121.71, -122-=7 -- - Oct -91; 171.63: seP 96 -260.42 212.13 -. Oct -96 -'-- Dec -S6 11 2.73, 113.19 - -- Nov-91, 205.13 - - - -- - 236.00' Nov -96:_220.24 Dec -91. 232.85: - Jan -87 1 --. _ 00.0910421 - Jan-92� 172.79' -'--- _206.87 Dec -96. 271.43 2?8.42 _Feb -87; 1G2.CT 712.16' _ Mar -87' 79-2-3,-, `- Feb-92� 239_78:- - Jan -97' 20.1x-;97.17 04.59'__-: Apr -87 107.00' - Mar -52: --- -- _ Feb•97; 199.10 195.32 gar 107.32:_ May -87, 121.12' -: APr-92! 16fi.30'- - _ §7- 197.08. 19ZE3 - 114.84' _ Jun -87. 724,98' .-.-- MaY•92' 235.16 - - 4Pr-97 231.37, 206.87 _ 207 37' _ _Jul -S7, 132.95_129.92:_ - Jun -92! 212.52' - n- - -- - ---.- -- Aug -8F 129.34 127.851 J 92 212.57' -2T2 -85- --- - - -- - - - e _ Sp -87- 927.96 -112512- 26.22 - - Aug -92' - _Cci-87'_130.32, 127.28-' ..-- 3 SeA-92� 239.53 --- -' ---- - -- NOv-87' 113.15. 127.51,- --Oct-92;-247.79-- -'- - -- _ neo-8` '0922•.. 115.16-- Nov-92�-.------ - --- _--- Dec-92 Fig. 2 11 1 1 1 1 1 1 I 1 1 1 I RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS__ FINISH GRADE -------------------- xOMPACTED- WALL FOOTING NOT TO SCALE SPEC:F=C„TiONS FOR CAL-RANS CLASS 2 PERMEABLE :MA,•ERIAL U.S. S-Landard Sieve -e Passing 11� 100 3/4" 90-i00 3/8" 40-100 No. 25 -SO No. 8 18-33 No. 30 5-15 N0. 50 0-/ No. 200 0-3 Sane E'U1ValenL>75 SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION* 7.I1im COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT *BASED ON ASTM 01557 * * IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'-1-1/2' GRAVEL, FILTER FABRIC MAY BE . DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J—DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 21NSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL 1 BLUEPRINT SOURCE 6 SUPPLY 165263 Project No. 11971000-001 Scale NOT TO SCALE �w� Engr./Geos_ DEB/RFR Drafted By 1042 889 Date 4/9/97 Figure No. 3 D _-b� ____ 0 6' MIN. n = == OVERLAP FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED o --_ o , — EQUIVALENT) ** 1' MIN. - - o0o 3/4'-1.1/2' CLEAN GRAVEL'* O 4' (MIN.) DIAMETER PERFORATED r— — PVC PIPE (SCHEDULE 40 OR L__= EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED ° MINIMUM 1 PERCENT GRADIENT {, __ TO SUITABLE OUTLET 7.I1im COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT *BASED ON ASTM 01557 * * IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'-1-1/2' GRAVEL, FILTER FABRIC MAY BE . DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J—DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 21NSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL 1 BLUEPRINT SOURCE 6 SUPPLY 165263 Project No. 11971000-001 Scale NOT TO SCALE �w� Engr./Geos_ DEB/RFR Drafted By 1042 889 Date 4/9/97 Figure No. 3 971000-001 APPENDIX A REFERENCES Albee, A.L., and Smith, J.L., 1996, Earthquake Characteristics and Fault Activity in Southern California, in Lung, R., and Proctor, R., ed., Engineering Geology in Southern California. Association of Engineering Geologists, Special Publication, dated October 1966. ' Blake, T.F., 1989, A Computer Program for the Empirical Prediction of Earthquake -Induced Liquefaction Potential, LIQUEFY2, November 1989. , 1989a, EQSEARCH A Computer Pro -ram for the Estimation of Peak Horizontal Acceleration From Southern California Historical Earthquake Catalogs, User's Manual, 94 pp. with data file updated, 1995. , 1989b, EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, User's Manual, 79 pp. 1 1989c, FRISK89, A Computer Program for the Probabilistic Estimation of Seismic Hazard Using Faults as Earthquake Sources, User's Manual, 116 pp. ' Bolt, B.A., 1973, Duration of Strong Ground Motion, pros. Fifth World Conference on Earthquake Engineering, Rome, Paper No. 292, pp. 1394-1313, dated June, 1973. Bonilla, M.J., 1970, Surface Faulting and Related Effects, in Wiegel, R., ed., Earthquake Engineerin,, New Jersey, Prentice -Hall, Inc., p. 47-74. California, State of, Department of Conservation, Division of Mines and Geology, 1996, Draft Guidelines for Evaluation and Mitigating Seismic Hazards, dated October 1, 1996. ' 1990, Special Study Zones, Murrieta Quadrangle, 7.5 Minute Series. California, State of, Department of Transportation, 1987, Peak Acceleration from Maximum Credible ' Earthquakes in California, Modified from Maulchin and Jones, CDMG Mao Sheet 45. 1988a, Standard Specifications, dated January 1988. 1988b, Highway Design Manual, 4th Ed., dated August 5, 1988. ' Campbell, Kenneth, W., 1996, Strong Motion Attenuation Relationships, in Seismic Hazards Analvsis, AEG Short Course, Thomas F. Blake Program Coordinator, January 20, 1996. Converse Consultants, 1990, Geotechnical :'nvesti,ation, Tentative Tracts 25213, 25215, Campos Verdes Residential Development, Temecula, California, CCIE Project No. 89-81-165-01, dated May 10, 1990, Revised June 1, 1990 A-1 ' r�rsxroxas� rrs suc. LJ 971000-001 APPENDIX A (continued) County of Riverside, 1988. Resolution No. 88-61, Establishing Subsidence Report Zone within the Area Generally Known as Wolf Valley and Temecula Valley in the County of Riverside, dated February 9, 1988. , 1991, Resolution No. 91-285, Establishing Special Geologic Study Report Zone within the Area Generally Known as California Oaks, Murrieta Area in the County of Riverside, dated May 16, 1991. 1 1994, Resolution No. 94-125. Establishing A Special Geologic Report Zone within the Area Generally Known as Silverhawk and Adjacent Areas, Near the City of Temecula, County of Riverside, dated April 6, 1994. Department of Water Resources, 1971, Water Wells and Springs in the Western Part of the Upper Santa Margarita River Watershed, Bulletin 91-20, August 1971. Envicom Corp., 1976, Seismic Safety and Safety Elements, Technical Report for the County of ' Riverside Planning Department. Geotechnical and Environmental Engineers, Inc., 1992, Preliminary Geotechnical Investigation ±50 ' Acre - Commercial Development SCE of Ynez and Winchester Roads, Temecula, California, Work Order No. 019113.00, dated January 20, 1992. ' Glasser, Steven, D. and Chung, Riley M., 1995, Estimation of Liquefaction Potential by Insuti Methods, in Earthquake Spectra, Vol. II No. 3, August 1995, pp 431-454. Hart, E.W., 1994, Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning with Index to Special Study Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. ' ICG Incorporated, 1989, Revised Feasibility Geotechnical Report, 123± Acre Rancho California Regional Center, South and East of Winchester and Ynez Roads, Rancho California_, California. Job No. 08-6574-012-01, dated October 18, 1989. International Conference of Building Officials, 1994, Uniform Building Code, Volumes 1-3. Ishihara, K., 1985, "Stability of Natural Deposits During Earthquake", Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, A.A. Belkema Publishers, Rotterdam. Netherlands. ' J.C. Penney, 1992, Associates Manual, Site Design Criteria, Soil Engineering Criteria. PC -0060, dated February, 1992. ' Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas. California Division of Mines and Geology, Geologic Data Map Series. No. 6, Scale 1:750,000. A-2 LEMMMMINA5 WIVES, INC. 971000-001 ' APPENDIX A (continued) ' K.A. Architect Inc., 1996, Temecula Regional Center. Exhibit "B", Site Plan, 100 -Scale Original dated November 21, 1996, Current date December 6, 1996. Kennedy, M.P., 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern ' Riverside County, California", Special Report 131. Leighton and Associates, Inc., 1985, Preliminary Soil Investigation and Liquefaction Study, Proposed ' Commercial Site, 44± Acres, Southeast of Interstate 15 and Winchester Road, Rancho California, Project No. 6851522-01, dated October 16, 1985. t , 1987, Geotechnical Investigation of "Ground Crack", Tract 19872, Wolf Valley, Rancho California Area, County of Riverside, California, Project No. 6851602-03, dated December 7, 1987. ' 1988a, Preliminary Geotechnical Investigation for Feasibility of Development Purposes, Proposed Commercial Shopping Center within 165- Acres Shamel Ranch and Adjacent 21.5± ' Acres, Southeast of Winchester and Ynez Roads. Rancho California, Riverside County, California, Project No. 6871353-01, dated March 16, 1988. 1988b, Preliminary Geotechnical Evaluation of Liquefaction Potential, Lots 1 through 18, Winchester Meadows, Tentative Tract Map No. 23335, Northeast corner of Winchester and Ynez Roads, Rancho California, Riverside County, California, Project No. 11880600-01, dated May 1, 1988. 1991, Preliminary Geotechnical Investigation of Tract No. 3334, Lots 7 and 9, Northwest Corner of Solana Way and North General Kearney Road. Temecula, Riverside County, California, Project No. 11910453-01, dated June 9, 1991. Mann, John F., 1955, Geology of a Portion of the Elsinore Fault Zone, California Division of Mines and Geology, Special Report 43, dated October, 1955. May Company, 1995, The May Design and Construction Company, Minimum Specifications for ' Shopping Center Improvements, dated January, 1995. Pacific Soils Engineering, Inc., 1992, Murrieta Special Geologic Study Zone Report, Murrieta, ' California, dated April 17, 1992. Rancho California Water District, 1986, The Concepts for Managing Water Quality in the Santa Margarita River Basin, dated March 17, 1986. Robert Bein William Frost and Associates. 1997, Temecula Regional Mall, Mass Grading Plans 100 - Scale, 4 Sheets, dated March 24, 1997. 1997. Campos Verdes Burrow Site Mass Grading Plans, 100 -Scale. 3 Sheets. dated ' January 8, 1997. A-3 ' Losxroxaxnassccuns, rxc. 11 1 1 1 1 1 I 971000-001 APPENDIX A (continued) Schnabel, P.B., and Seed, H.B., 1973, "Accelerations in Rock for Earthquakes in the Western United States", Bull. of the Seismol. Soc. of Am., Vol. 63, No. 2, pp 501-516. Sears, 1996, Construction Standards, Company Owned, Developer Responsibilities - Minimum Site Requirements, dated August 29, 1996. Seed, H.B., 1979, Soil Liquefaction and Cyclic Mobility Evaluation for Level Ground During Earthquakes, ASCE, GT2, p. 201, dated February 1979. Seed. H.B., and Idriss, I.M., 1982, Ground Motion and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute. 1983, Ground Motions and Soil Liquefaction During Earthquakes Monograph Series, Earthquakes Engineering Research Institute, Berkeley, California. Seed, H.B., Idriss, I.M., and Arango, I., 1983, Evaluation of Liquefaction Potential Using Field Performance Data, ASCE JGE, Vol. 109, No. 3, P. 458, dated March 1983. Seed, H.B., Idriss, I.M., and Kiefer, F.W., 1969, Characteristics of Rock Motions During Earthquakes, Journal of Soil Mechanics and Foundation Division, ASCE, V. 95, No. SM5, Proc. Paper 6783, pp. 1199-1218. Tokimatsu, K., and Seed, H.B. 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, No. 8, dated August 1987. U.S. Navy, 1986, Naval Facilities (NAVFAC) Engineering Command, Foundations and Earth Structures, Design Manual 7.02 (DM 7.02), Revalidated by Change 1, September, 1986. WGCEP - Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquake Probabilities, Bull. Seismol. Soc. Amer., Vol. 85, No. 2, pp 379- 439. AERIAL PHOTOGRAPHS AGENCY DATE FLIGHT NO. PHOTO NOS. USDA 1953 AXM-2K 57,58 Riverside County Flood Control 1962 R72462 15,16 " 1964 R64123 6 " 1968 R62568 1 1974 RCFC74 958,959 1980 RCFC 80 983,984 A-4 i L -j LEsxrararoassocuns, trc. ' GEOTECHNICAL BORING LOG B-1 1 I 1 I 1 I 1 I Date 1-2-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-52 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Tap of Hole +1-1056' ft. Ref. or Datum Mean Sea Level gY jm Lu t„ mm GLL L pl IJ t7 y o Z z° c m rn yo _oLL O0 •„ pa mo mm o v Hy UV GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC N o CL 0 1055 Bag 2 ALLUVIUM IQall @1-4' 1 38 95.6 11.9 SM @ 1.5': Light brown, moist, medium dense, silty, very fine SAND; few rootlets, large pores common 5- 3 25 SM @ 5': Brown, moist, medium dense, silty, fine to medium SAND; micaceous 1050 Bag 4 @ 8-10' 10 -- 5 43 98.6 3.0 SP @10': Tan, damp, medium dense, fine SAND; micaceous DS,CN 1045 15- 6 10 SP -ML @15': Upper portions of sampler: tan, moist, medium dense, 1040 - fine to medium SAND; some coarse layers, micaceous Lower portion: Dark gray, moist, stiff, clayey SILT; organic rich, plant material common, micaceous 20 7 8 91.8 26.6 ML @20': Dark gray, moist, medium, fine sandy, clayey SILT; SA,AL 1035 organic rich, plant material common, micaceous 25 - s 40 SP @25': Light orange brown, damp, medium dense, medium to 1030 coarse SAND; micaceous, fine bedding present 30 SAMPLE TYPES: TYPE OF TESTS; S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-1 Date 1-2-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 1 1 97 1 000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-52 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1056' ft. Ref. or Datum Mean Sea Level I 505A(11177) LEIGHTON & ASSOCIATES GEOTECHNICAL DESCRIPTION C, 0 z 0 Hs •y > 'a U. U. Z E25 .2 0 Logged By KBC > Sampled By KBC 30- 25 102.0 22.4 SP @30% Upper portion of sampler: Gray to olive green, moist, 1025 – very stiff, clayey SILT; micaceous Lower portion of sampler: Orange brown, damp, medium dense, medium to very coarse SAND; micaceous .......... @ 33' Possible gravels encountered 35 .... . . . 10 46 SP @35': Off -white to ton, damp, medium dense, medium to 1020 ................... coarse SAND 40— .......... 11 46 100.7 15.9 SP @40': Tan to light brown, moist, medium dense, fine to very SA 1015 coarse SAND; few fine gravels; micaceous . 45- .. . . . ......... .. ........... 12 28 ML @45% Light brown, moist, very stiff, very fine SAND, silty 1010 clay; micaceous 50— 13 82 109.6 13.4 SM @50': Light brown, moist, very dense, silty, very fine SAND; 1005 few coarser grains, micaceous Total depth 51' No ground water encountered Backfilled 1-2-97 55- 1000 - 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D FUND SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV RVALUE T TUBE SAMPLE CR CORROSION El EXPANSION INDEX I 505A(11177) LEIGHTON & ASSOCIATES I 1 LII I 1 1 GEOTECHNICAL BORING LOG B-2 Date 1-2-97 Sheet 1 Project TEMECULA REGIONAL CENTER Project No. Drilling Co. CAL -PAC DRILLING Type of Rig Hole Diameter 8 in. Drive Weight 140 lbs. Elevation Top of Hole +/-1058' ft. Ref. or Datum Mean Sea Level of 2 11971000-001 B-53 HSA Drop 30 in. •>m wLL elm cu. r„ teJ C7 O Z _m CL E to U. Or 0°a 00 0 C > s Nm o V UV 'oj_ GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC N F O CL 7 Al I IIVIIIM Irtall @e 1': Light brown, moist, very stiff, very fine sandy, clayey t 23 ML SILT; many large pores, few rootlets 1055 5— 2 22 102.3 10.0 SM @ 5': Tan, moist, medium dense, silty, very fine SAND; DS micaceous 1050 10- 3 tg SM @ 10': Light brown to off-white, damp, silty, very fine SAND; grades to silty, coarse send at bottom of sample; micaceous 1045 15 – 4 16 107.1 20.8 ML @15% Brown, moist, very stiff, fine sandy clayey SILT; few large pores 1040 29 11 5 203M/ML @ 20': Gray, moist to wet, medium dense, silty, fine SAND to fine sandy silt; micaceous 1035- 25— 6 22 99.1 26.6 ML @ 25' Gray, moist, medium dense, very fine sandy SILT; SA,AL micaceous, few organic fragments 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A (11177) LEIGHTON & ASSOCIATES I 1 1 1 GEOTECHNICAL BORING LOG B-2 Date 1-2-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1058' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES 0 ° � y- GEOTECHNICAL DESCRIPTION m =C, m Z N m� mLL QLL J G OLL C G o'O' Uy O t7 2 y O0a �v y� Logged By KBCcot UJ C Sampled By KBC 0 - - 7 38 SP @ 30': Off-white, damp, medium dense, medium SAND 1025 - - - @ 34': Possible gravel encountered (per driller) 35 8 52 119.0 8.3 GIN @ 35': Off-white, moist, very dense, medium to coarse SA SAND 1020 r 40 : ye. 9 76 SP @ 40': Tan to off-white, moist, very dense, medium to coarse SAND 1015 45- 10 28 98.3 27.33M/ML @ 45': light gray, moist, medium dense, fine sandy SILT to silty fine sand; micaceous 1010 50 11 36 SM/CL PAURC FORMATION Ia%__________________ @ 50': Upper portion of sampler: light brown, moist medium dense, silty fine SAND; micaceous Lower portion of sampler: Olive green, moist, hard, silty CLAVSTONE; micaceous, orange -brown iron oxidation 1005 mottles common, charcoal fragments common Total depth 51.5' No groundwater encountered Backfilled 1/2/97 55- 1000 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES Cl 1 1 1 1 I GEOTECHNICAL BORING LOG B-3 Date 1-2-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Tot) of Hole +/-1060' ft. Ref. or Datum Mean Sea Level Sose/nn» LEIGHTON & ASSOCIA I ES N z yy GEOTECHNICAL DESCRIPTION o Hs ;li .y m� H am ao « mu yC VU c w C r; Z M 00D. - . o *8Logged By KBC V) c v 06 Sampled By KBC ~ 1060 0- - Bag 2 @ 1-5' t 16 102.2 18.1 ML AlI IVI IIIM I0nll @ 1.5' Dark brown, moist, stiff, SILT; rootlets common, MD,DS, many large pores, micaceous EI 1055 5 - 3 21 SM @ 5': Brown, moist, medium dense, silty, fine to medium SAND; few rootlets, fine pores common, micaceous 1050 10 - 4 14 105.9 21.2 ML @ 10': Brown, moist, stiff, veryfine sandy SILT; few DS medium to large pores, few rootlets, mlceceous 1045 15 5 10 ML @ 15% Gray, moist, stiff, fine sandy SILT; micaceous 1040 20 - 6 42 104.5 3,9 SW @ 20': Light brown, damp, dense, fine to coarse SAND; few OS,CN - fine gravel 1035 25-- 6o SP @ 25': Off-white, damp, very dense, medium to coarse SAND; micaceous 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS 8 BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX Sose/nn» LEIGHTON & ASSOCIA I ES I I 1 1 [- t 1 1 11 GEOTECHNICAL BORING LOG B-3 Date 1-2-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. FlAvatinn Tnn of Hole +/-1060' ft. Ref. or Datum Mean Sea Level 505A(11177) LHUH t UN & A55ULAA I t5 N z GEOTECHNICAL DESCRIPTION m C L W m yo 3LL .y m� 7« yy N ~ Am O.m m Gp o m e m0 Oa NC UV O L CLL CD z E E t°i > �o of Logged By KBC a UJ U) G v rn Sampled By KBC ~ 1030 3 8 36 113.4 2.2 SW @ 30': Off-white, damp, medium dense, fine to coarse CN - - SAND; micaceous 1025 35 - 9 57 SW @ 35': Off-white, damp, dense, fine to coarse SAND; - - micaceous 1020 40 - 10 30 88.2 30.8 SP/ML -------------------- PAUBA FORMATION IQPI DS @ 41.5': Contact with gray, moist, medium dense, very fine to fine SAND; micaceous; shell In sample above Pauba Formation: light olive green, moist, very stiff to hard, silty CLAYSTONE; lighter colored mottles common, few fractures, 1015 45 11 27 SP/ML @ 45': Light olive green, moist, medium dense, fine sandy SILTSTONE to silty claystone; micaceous 1010 50 - - - 12 86 104.8 3.4 SP @ 50': "Salt and pepper" white, dry, very dense, fine to medium SANDSTONE; micaceous Total depth 51' No ground water encountered Backfill 1-2-97 1005 55- 10,00 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RIND SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LHUH t UN & A55ULAA I t5 I 1 1 l 1 1 GEOTECHNICAL BORING LOG B-4 Date 1-2-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. FJevation Too of Hale +l-1075' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES N = 00 H GEOTECHNICAL DESCRIPTIONzo m z° at J O CL O� 006 .or ciN O W C7 Z gg2. > 2 o h� Logged By KBC i y v Sampled By KBC 1075 1 20 SM Al I UVllIM IQall @ 1.5': Brown, damp, medium dense, clayey, silty fine SAND; rootlets common, many medium pores 1070 5— :'. 2 32 SM -------------------------------- PAURA FORMATION IQPI @ 5': Light brown, damp, medium dense, clayey, silty fine to coarse SANDSTONE; many rootlets 1065 10 PE -;7-:- 3 32 104.6 8.2 SW @ 10': Orange brown, dry, medium dense, fine to coarse - SANDSTONE; micaceous, carbonate staining common 1060 15- 4 32 86.2 7.1 CL @ 15': Light brown, moist, hard, fine sandy CLAYSTONE; abundant carbonate nodules 1055 20- 5 34 103.6 21.1 SM @ 20': Light gray brown, moist, medium dense, fine to coarse sandy SILTSTONE; micaceous Total depth 21' No groundwater encountered Backfilled 1-2-97 1050 25- 10451 3) ------ L SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MO MAXIMUM DENSITY AL ATTERSERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I 1 I I GEOTECHNICAL BORING LOG B-5 Date 1-2-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Tor) of Hole +/-1135' ft. Ref. or Datum Mean Sea Level O !0� OQf WLL L V C.m mm CLL O Gp a1J t7 N i O Z Z O. U) y 0 3�L �0 O0a N mU 6 m� NC m o V H MCA UV H� GEOTECHNICAL DESCRIPTION Logged By KBCCL Sampled By KBC m m F- O 1135 1 4 SW EQ 1.5': Orange brown, wet, very loose, medium to coarse SAND 1130 5-1- - 2 55 106.0 4.9 SW @ 5': Orange brown, dry, dense, fine to coarse - - SANDSTONE; moderately cemented, few medium pores 1125 10 mrw - - 3 28 SM @ 10': Orange brown, moist, medium dense, clayey, silty fine SANDSTONE; few fine pores 1120 15- 4 32 119.6 12.9 SM @ 15': Brown, moist, hard, slightly clayey, silty fine to coarse SANDSTONE; fine pores, common, friable 1115 20- 6 35 SM @ 20': Light brown, moist, dense, silty fine to medium SANDSTONE; micaceous, friable 1110 25- 1105- 30 ' SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX I 505A(11177) LEIGHTON & ASSOCIATES I I L J I 1 1 I I I 1 11 GEOTECHNICAL BORING LOG B-5 Date 1-2-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1135' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES N °GEOTECHNICAL DESCRIPTION m Z NO H 7a 00 jm mm AOJ O Q O� m0 0 G Nm 'p VV O LL LL Z C _f/1 UJf7 i C gU y Logged By KBC T N Sampled By KBC 1105- 6 27 98.3 21.0 SM @ 30': Light brown, moist, medium dense, fine sandy SILTSTONE; friable 1100 35 1095 40 7 23 96.9 14.5 SM @ 40': Light greenish brown, moist, medium dense, fine sandy SILTSTONE; micaceous, friable 1090 45- 1085 50 8 36 76.5 41.5SM/CL @ 50': Light green, moist, medium dense, clayey SILTSTONE above brown, moist, hard, silty cleystone; micaceous, few carbonate nodules Total depth 51' No groundwater encountered Backfilled 1-2-97 1080 55- 1075J 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES L 1 I 1 I I 1 1 1 11 GEOTECHNICAL BORING LOG B-6 Date 1-2-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1068' ft. Ref. or Datum Mean Sea Level Cm� C0 jLL LU Lm m� � % L01 a1J c7 m O Z Z m 6 rn ;O O r °0i N C,r 0 6 C Z. pm. �V y- N {ern Urri ti� GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC F O CL Bag 2 @ 1 22 106.7 3.6 SM All rmall wn, moist, medium dense, silty, fine to coarse @ 1'':: Brown, CN 1-0, SAND; few medium pores, few rootlets 1065 5— — 3 62 ML @ 5': Brown, moist, very dense, fine to medium sandy, clayey SILT 1060 10 — 4 25 98.3 4.3 SW @ 10% Light orange brown, moist, medium dense, medium to — — coarse SAND; micaceous 1055- 05515 15- — — 5 46 SW @ 15': Light brown, damp, dense, fine to coarse SAND; few — — fine gravels 1050 — — 204z. 6 64 110.1 9.8 SW @ 20': Light orange brown, damp, dense, medium to coarse _ = SAND 1045 — — 25 — 7 26 SP @ 25': Orange brown, damp, medium dense, fine to medium SAND 1040 30.':; SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I 1 1 I 11 I 1 GEOTECHNICAL BORING LOG B-6 Date 1-2-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1068' ft. Ref. or Datum Mean Sea Level 1 505A(11177) LEIGHTON & ASSOCIATES GEOTECHNICAL DESCRIPTION m o r„ r0 _, LO H z° ys .y m= yN m mLL r O VU jLL AJ O Z d O 6 Cr .N W i7 o o=; Logged By KBC i to O U Sampled By KBC 30 3 23 108.0 21.5 ML @ 30': Brown, moist, medium dense, fine sandy clayey SILT; micaceous 1035 35 – 9 51 SM @ 35': Light brown, moist, dense, fine sandy SILT; micaceous 1030 40 10 39 103.6 22.3 SM @ 40': Light greenish brown, moist, medium dense, silty, very fine SAND; micaceous 1025 45- 11 46 SM @ 45': Off-white, damp, dense, silty, very fine SAND; micaceous 1020 56 12 26 104.5 22.7 CL PAITRA FORMATION Itl PIFORMATION ItlPI - - - - - - - - - - - - - - - - - - @ 50': Light olive green, moist, very stiff, fine to medium sandy, silty, CLAYSTONE; carbonate nodules common Total depth 51' No groundwater encountered 1015 Backfilled 1-2.97 55- 51010SAMPLE 1010- 60— SAMPLETYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION BY R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 1 505A(11177) LEIGHTON & ASSOCIATES 11 1 I I 1 1 1 I 1 GEOTECHNICAL BORING LOG B-7 Date 1-7-97 Sheet 1 Project TEMECULA REGIONAL CENTER Project No. Drilling Co. CAL -PAC DRILLING Type of Rig Hole Diameter 8in. Drive Weight 140 lbs. Elevation Top of Hole +/-1116' ft. Ref. or Datum Mean Sea Level of 2 11971000-001 B-52 HSA Drop 30 in. gy .,m ILLL L m N OLL r, LfA r0 J t7 41 C Z z m Cl wo ;� GLL 00a� .N �w 0 G c m� 'C m« oto yy M V V y� GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC m ~ O 1115 Bag 1 SMNDSTONE; UNNAMED SANDSTONE @ 1 •; Brown, moist, medium dense, silty fine SA MD,DS, RV few rootlets 5- 1110- 111010 to - 2 2 47 108.0 7.7 SM @ 10': Light brown, damp, medium dense, silty fine to 1105 coarse SANDSTONE; micaceous, friable, few coarse grains 15 1100 =; Bag 4 3 54 114.1 4.4 SP/CL PAIIRA FORMATION I111 MD EI, 1095 @20-24' @ 20': Upper portion of sample: off-white, damp dense, fine DS to medium SANDSTONE; micaceous, orange iron -oxide staining common Lower portion of sample: Brown, moist hard, silty CLAYSTONE 25 1090 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS, D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE - CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I 1 1 1 I I 1 [J 1 GEOTECHNICAL BORING LOG B-7 Date 1-7-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-52 HSA Hole Diameter 8in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1116' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES w z GEOTECHNICAL DESCRIPTION F gY –m .,LL r m H 00 .y maVI ; NLL IO 0 OIt a1 O Z E 00a W L7 M f o o] Logged By KBC a U) O U ti_ Sampled By KBC 30 5 59 SM 30': Brown, moist, dense, silty fine to medium 1085 SANDSTONE; micaceous, friable Total depth 31' 114.6 4.8 No groundwater encountered Backfilled 1-7-97 Offsite Borrow Area 35- 1080 40- 1075- 45- 1070 50- 1065 55- 1060 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-8 Data 1-7-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hale Diameter 8in. Drive Weight 140 IDS. Drop 30 in. Elevation Top of Hole +/-1100' ft. Ref. or Datum Mean Sea Level O wWC 0 S c7 m ;�C6 0 me � H O 2 0 UV _ym h� GEOTECHNICAL DESCRIPTION Logged By KBCCL Sampled By KBC FmO 11 — — Bag 1 @ SW tINNAMFn SANDSTONE @ 1': Light brown, damp, medium dense, fine to medium MD,DS, 1- SANDSTONE CR 1095 5 — — 1090 10 — — 2 56 100.1 2.4 SW @ 10': Off-white, dry, dense, fine to coarse SANDSTONE; — — low micaceous, friable 1085 15 10$0 20 3 42 113.2 9.2 SM @ 20': Brown, moist, medium dense, silty fine SANDSTONE; micaceous, friable 1075 25- 1070- 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MO MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11/77) LEIGHTON & ASSOCIATES n 1 �i 1 J LJ 1 1 1 LII GEOTECHNICAL BORING LOG B-8 Date 1-7-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hale +/-1100' ft. Ref. or Datum Mean Sea Level 50SA(11177) LEIGHTON & ASSOCIATES N GEOTECHNICAL DESCRIPTION m g r„ !A Q1 z° m O Cr. 3r m jm Nam tCIO 00 O G pLL amum(em UV O w� CLL J t7 Z O0a o of Logged By KBC n m U) - a v w Sampled By KBC 1 7 4 29 90.6 23.8 ML PAURA FORMATION (l 30': Brown, damp, medium dense, slightly clayey, SILTSTONE; micaceous Total depth 31' No groundwater encountered Backfilled 1-7-97 Offsite Borrow Area 1065 35- 1060- 40- 1055 45- 1050 so 1045 55- 1040J 6 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 50SA(11177) LEIGHTON & ASSOCIATES n nl CSI 1 I 1 1 GEOTECHNICAL BORING LOG B-9 Date 1-7-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hole +/-1065' ft. Ref. or Datum Mean Sea Level 505np11771 LLIUH 1 UN & A55ULAA 1 tb z GEOTECHNICAL DESCRIPTION F o •�m LV 0 H m m ws i It .% mV ��? �y Gm O HO UV O li W 1L J r, Z a) 0°0. O 6 ' 'p i o .N Logged By KBC m W v tn� Sampled By KBCALLUVIUM ~ 4065- 0 1 22 SM (Qall 1.5': Brown, damp, medium dense, clayey silty fine SAND; few medium pores 1060 5 – – 2 39 118.6 10.1 SC @ 5': Brown, moist, medium dense, clayey fine to medium SAND; medium to large pores common 1055 10- 3 42 SP @ 10': Light brown to off-white medium dense, medium J. SAND; micaceous, few coarser grains present 1050 15 4 32 101.6 6.8 SP CO) 15% Light brown, moist, medium dense, medium to coarse SAND; micaceous 1045 20 5 60 SM @ 20': Brown, moist, dense, silty, fine to medium SAND; micaceous Total depth 21.5' No groundwater encountered Backfilled 1-7-97 1040 25- 1035 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MO MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE ON CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505np11771 LLIUH 1 UN & A55ULAA 1 tb I J I I I L J I I I I 11 J I I I C I I GEOTECHNICAL BORING LOG B-10 Date 1-7-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. LITnn of 14M. +i-tnnn' ft. RRf. or Datum Mean Sea Level 505Ap1177/ LEIGHI UN & AbbMIA I t, I GEOTECHNICAL DESCRIPTION 0 ;LL mU Wm Q0 C� w O m 6 Or OG NO m UV O dal wLL mm CLL AJ t7 Z 00i 'o H� Logged By KBC y v Sampled By KBC ~ 0 Beg 2 @ 1 30 110.4 6.4 SM All IIVIt IM (()all @ 1': Brown, moist, medium dense, silty, fine to medium 1-5' SAND; few coarse grains common, micaceous, few rootlets 1055 S a 21 SM @ 5': Light brown, moist, medium dense, silty fine to medium SAND; micaceous 1050 10—,:4 12 106.5 16.7 SC @ 10': Dark brown, moist, loose, clayey fine to medium SAND; micaceous, many fine pores, few large pores 1045 15 5 7 25 SP @ 15': Light brown, damp, medium dense, medium SAND; micaceous 1040 20 – 6 64 123.9 9.2 SM @ 20': Light brown, moist, dense, silty, fine to coarse SAND; micaceous Total depth 21' No groundwater encountered Backfilled 1-7-97 1035 25- 1030 311 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505Ap1177/ LEIGHI UN & AbbMIA I t, I I 1 1 [1 J I GEOTECHNICAL BORING LOG B-11 Date 1-7-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter Bin. Drive Weight 140 lbs. Drop 30 in. Flnvatinn Tnn of Hole +!- I ORA' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES H y GEOTECHNICAL DESCRIPTION m L m z' m� N Mz O CL GO CZ Q G Nm UV O Wl` ]LL t7J Z m _LL ma > Logged By KBC i o U) v Sampled By KBC F' 1 41 97.4 7.4 SM 1 .5': Brown, moist, medium dense, slightly clayey, silty, fine to medium SAND; few fine pores, few rootlet 1055 5 2 19 SM @ 5': Light brown, damp, medium dense, silty, fine to medium SAND; micaceous 1050 3 15 3.6 SP @ 10% Orange brown, damp, loose, fine to medium SAND; micaceous, very friable, sample disturbed 1045 15- 4 66 SM @ 15': Light brown, damp, very dense, silty fine to medium SAND; micaceous 1040 20 5 56 121.7 13.5 SM @ 20': Light green, moist, dense, slightly clayey, silty, fine to medium SAND; micaceous Total depth 21.5 No groundwater encountered Backfilled 1-7-97 1035 25- 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR $A SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I 11 1 Cl 1 11 1 GEOTECHNICAL BORING LOG B-12 Date 1-7-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1056' ft. Ref. or Datum Mean Sea Level 1 505A(11/77) LEIGHTON & ASSOCIATES C; 'ma q GEOTECHNICAL DESCRIPTION m �'•' L �' L b Z N O r e - I0 7 m Mm O Q V m Z tN a Ca) �m oy tj Logged By KBCn CL r Sampled By KBC 1- 1055 Begg 2 @ 1 33 91.8 9.9 SM ALLUVIUM (Oal) @ 1': Brown, damp, medium dense, clayey, silty fine SAND; 1-5' few medium pores, few rootlets 5 3 2a SM @ 5': Light brown, damp, medium dense, silty fine to 1050 medium SAND; micaceous 10 4 19 SM @ 10': No recovery 1045 15 — 5 15 ML @ 15': Light brown, moist, stiff, clayey SILT; micaceous 1040 20 6 32 116.8 16.0 SM @ 20': Light brown, moist, medium dense, silty fine SAND; 1035 micaceous Total depth 21' No groundwater encountered Backfilled 1-7-97 25- 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 1 505A(11/77) LEIGHTON & ASSOCIATES I 1 J 1 1 1 1 1 1 [1 1 1 1 I I 1 1, 1 GEOTECHNICAL BORING LOG B-13 Date 1-7-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1059' ft. Ref. or Datum Mean Sea Level •-�+ m jLL W r m 0. L OI J m C Z m Q to 3 O OLL 00ti IL C,� Q a C ,Oy U� GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC N O 1 56 SM ALLUVIUM IQall @ 1.5': Brown, moist, very dense, silty, fine to medium SAND; few rootlets 1055 5- 2 46 107.4 11,7 SM @ 5': Light brown moist, medium dense, silty, fine to medium SAND; few coarse grains, micaceous rare carbonate nodules 1050 10 -- 3 16 SW @ 10': Light brown, damp, medium dense, silty, fine to medium SAND; few coarse grains, micaceous, rare carbonate nodules 1045 15 - 4 20 115.1 12.1 SM @ 15': Gray green, moist, medium dense, silty fine to CN medium SAND; micaceous 1040 20 5 15 SM @ 20': Light brown, moist, medium dense, silty fine to medium SAND; micaceous 1035 25- 6 38 112.4 14.1 SM @ 25': Greenish brown, moist, medium dense, clayey, silty SA,AL fine to medium SAND; micaceous 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505a(11177) LEIGHTON & ASSOCIATES I [1 [J 1 GEOTECHNICAL BORING LOG B-13 Date 1-7-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. _ Drive Weight 140 lbs. Drop 30 in. Flevatinn Too of Hole +/-1059' ft. Ref. or Datum Mean Sea Level ' 505,1(11177) LEIGHTON & ASSOCIATES o, GEOTECHNICAL DESCRIPTION F 0L m � Oe, Cc myy L0 o OL Nm V O W ZD CO 0 2 o j Logged By KBC Sampled By KBC ~ _ 7 31 SP @ 30': Off-white, damp, dense, fine to medium SAND; micaceous 1025 35 -- 8 ss 108.0 3.1 SW @ 35' Light brown, damp, very dense, fine to coarse SAND, — — micaceous 1020 40. — — 40 -- 9 58 SP @ 40': Tan, damp, very dense, medium to coarse SAND; micaceous 1015 45-10 48 110.8 12.1 SP/ML @ 45': Upper portion of sample: Off-white, damp, medium dense, fine SAND; micaceous Lower portion of sample: Light gray brown, moist, medium dense, fine sandy SILT; micaceous 1010 SO 11 42 ML @ 50': Gray brown, moist, medium dense, very fine sandy SILT; micaceous Total depth 51.5 No groundwater encountered Backfilled 1-7-97 1005 55- 1000. 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505,1(11177) LEIGHTON & ASSOCIATES I 11 1 1 I 1 11 GEOTECHNICAL BORING LOG B-14 Date 1-7-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hole +/-1060' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSUCIATES i = y- GEOTECHNICAL DESCRIPTION m ��' tom' .G 07 m 0 y0 ma `o m m o n wm C)V mLLOLL 2 E mom 1 c "oj Logged By KBC c W in v to Sampled By KBC 1 1 10 101.0 9.3 SM At LUVIUM Mall @ 1': Dark brown, moist, loose, silty, fine to medium SAND; micaceous; many fine pores, few rootlets 1055 5- 2 32 SM @ 5': Light brown, moist, dense, silty, fine to medium SAND; micaceous, many fine pores 1050 10- 3 27 99.0 11.8 SM @ 10': Light gray brown, damp, medium dense, silty, fine CN SAND; many fine pores, micaceous 1045 15 – 4 13 ML @ 15': Light green, moist, medium dense, fine sandy SILT, micaceous 1040 20- 5 1e 108.0 7.9 SM @ 20': Light gray green, moist, medium dense, silty, fine medium SAND; micaceous Total depth 20' No groundwater encountered Backfilled 1-7-97 1035 25- 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSUCIATES I 1 11 1 1 GEOTECHNICAL BORING LOG B-15 Date 1-7-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig 13-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hole +1-1057' ft. Ref. or Datum Mean Sea Level ' 505n(11177) LEIGHTON & ASSOCIATES N z GEOTECHNICAL DESCRIPTION i1 FmOn j ma m IO Vm0 .5 WLL OLL m` ooLogged By KBC yf Sampled By KBC s. 1372 @ - 1 18 SM ALLll Lg 1S1a11 @ 1.5': Dark brown, damp, medium dense, slightly clayey, MD,DS, 1055 silty fine SAND; micaceous, few rootlets EI 5 - 3 24 ML @ 5': Brown, moist, medium dense, very fine sandy SILT; CN micaceous 1050 10 4 16 ML @ 10': Yellow-brown, damp, medium dense, very fine sandy SILT; micaceous 1045 15 - 5 14SM/CL @ 15': Upper portion of sample: Gray brown, moist, loose, clayey silty fine SAND; micaceous Lower portion of sample: Brown, moist, stiff, silty clay; 1040 micaceous 2 6 16 ML @ 20': Gray green, moist to wet, very stiff, very fine sandy, clayey SILT; micaceous 1035 Total Depth 21.5 No groundwater encountered Backfilled 1-7-97 25- 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR $A SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505n(11177) LEIGHTON & ASSOCIATES I [l 1 1 I 1 GEOTECHNICAL BORING LOG B-16 Date 1-7-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1059' ft. Ref. or Datum Mean Sea Level .�LL w D LL JZ E z E r Al G iLv Uy4 j GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC m F O 1 22 109.6 8.0 SM ALLUVIUM (Qal) @ 1': Gray brown, wet, medium dense, silty fine SAND; micaceous, many fine pores 1055 5 2 31 SM @ 5': Light brown, damp, dense, silty, fine SAND; few medium pores, micaceous, rootlets common 1050 3 31 103.0 3.1 SP @ 10': Brown, damp to moist, medium dense, medium to CN coarse SAND; micaceous 1045 15 4 8 ML @ 15'; Green brown, moist, medium, clayey SILT; micaceous 1 20 5 13 95.7 25.8 SM @ 20': Green brown, moist, loose, silty very fine SAND; micaceous 1035 25- 6 9 ML @ 25': Gray, moist, soft, very fine, sandy SILT; micaceous AL 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I 1 1 1 11 A 1 GEOTECHNICAL BORING LOG B-16 Date 1-7-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1059' ft. Ref. or Datum Mean Sea Level 505n(11177) LEIGHTON & ASSOCIATES 1 m m� y- GEOTECHNICAL DESCRIPTION F g z° m O 310 'N 'c Ny aV ily mLL m� o a °. m° O a VT Vy ° w C7 Z 00a > o 'o>_ Logged By KBC n y V y Sampled By KBC 7 44 96.4 1.6 SP @ 30': Off-white, dry, medium dense, medium to coarse SAND; micaceous 1025 35 p 44 SP @ 35': "Salt and Pepper" white, dry, dense, medium SAND; micaceous 1020 40 9 22 108.0 21.2 ML @ 40': Light brown, moist, medium dense, fine sandy SIIT; micaceous 1015 45 10 2 54 SM @ 45': Gray brown, moist, very dense, silty, fine to medium SAND; micaceous 1010 SO - 11 74 103.2 2.3 SW @ 50': Off-white, dry, dense, fine to coarse SAND; micaceous Total depth 51' No groundwater encountered Backfilled 1-7-97 1005 55- 1000- 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR $A SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505n(11177) LEIGHTON & ASSOCIATES 1 I 1 1 11 I 1 1 I 1 1 1 1 GEOTECHNICAL BORING LOG B-17 Date 1-7-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter .8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1058' ft. Ref. or Datum Mean Sea Level o •mm m IULL rY nm m DLL ao G7J H m o Z z a, m E U) Ho ;li o 0°a .y mu oa > G m� o L) Wy vv y�Logged GEOTECHNICAL DESCRIPTION By KBC Sampled By KBC N c Bag 2 ALLUVIUM (Qal-) @1-5' 1 36 SM 1 .5': Brown, damp, dense, slightly clayey, silty, fine SAND; abundant carbonate blebs, few rootlets 1055 5 3 41 104.6 8.8 SM @ 5': Brown, moist, medium dense, slightly clayey silty fine CN SAND; many fine to medium pores, few large pores, few rootlets 1050- 05010 10- 4 4 22 SP @ 10': Light brown, dry, medium dense, fine SAND; micaceous 1045 IS 5 12 95.9 26.7 ML @ 15': Brown, moist, loose, fine sandy SILT; micaceous 1040 20 6 38 CL @ 20': Dark gray green, moist, hard, silty CLAY; micaceous AL 1035 25 7 46 104.6 11.6 SM @ 25': Gray brown, moist, medium dense, silty, fine SAND; SA micaceous 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MO MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I 1 [_1 1 1 GEOTECHNICAL BORING LOG B-17 Date 1-7-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter .8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1058' ft. Ref. or Datum Mean Sea Level ' 505n(11177) LEIGHTON & ASSOCIATES N z y GEOTECHNICAL DESCRIPTION F S L " L 4f al Ho 31L ma 7 C y 110 G CO () n U V O mLL U1, L7 2 E mm a °c 20=; _N Logged By KBC m W to v t" Sampled By KBC 3 e 42 SW @ 30': Off-white, damp, dense, fine to coarse SAND; — micaceous Total depth 31.5' No groundwater encountered 1025 Backfilled 1-7-97 35- 1020 40- 1015 45- 1010 50- 01005551000SAMPLE 1005- 55- 1000- SAMPLETYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505n(11177) LEIGHTON & ASSOCIATES [1 1 1 I 1 I 1 GEOTECHNICAL BORING LOG B-18 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1052' ft. Ref. or Datum Mean Sea Level 505A(1]/77) LEIGHTON & ASSOCIATES 1 m z m qy GEOTECHNICAL DESCRIPTION F m ,; 3 .y c m O O CL O o n ,0 UU y O IL IL Z ma o.o=_ Logged By KBC n UJ rn C 0 rn I' Sampled By KBC Bag 2 1 18 107.0 7.8 SC Al I IJVIUM (00 @ 1': Brown, moist, medium dense, silty clayey fine SAND; 1050 @1-5' few rootlets 5- 3 22 SM @ 5': Light brown, moist, medium dense, clayey, silty fine SAND; micaceous 1045 10 — — 4 14 95.4 10.9 SP @ 10% Light gray, moist, loose, very fine SAND; micaceous 1040 15 (� 572 M/S @ 15':Top portion of sample: Light brown, moist, medium dense, clayey, silty fine SAND; micaceous -- Bottom portion of sample: Off-white, damp, medium 1035 dense, fine to medium SAND; micaceous 2,'�'•' S 39 98.5 17.4SM/SP @ 20': Top portion of sample: Light brown, moist, medium dense, silty fine SAND; micaceous Bottom portion of sample: "Salt & popper' white, damp, 1030 medium dense, medium SAND; micaceous Total depth 21' No groundwater encountered Backfilled 1-8-97 25- 1025 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MO MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(1]/77) LEIGHTON & ASSOCIATES 1 I 1 1 1 I 1 1 1 I 1 1 GEOTECHNICAL BORING LOG B-19 Date 1-8-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140lbs. Drop 30 in. Elevation Top of Hole +1-1052' ft. Ref. or Datum Mean Sea Level C .2% LL .2n a. -1a e O ZE H O No LL 3O` CO 0 c ra � m�.. mm 2 0i In In UV _tn y=Logged GEOTECHNICAL DESCRIPTION By KBC Sampled By KBC N F o CL ~ 1 23 SM Al I IIIVIl1M (()all @ 1.5': Light brown, damp, medium dense, silty fine SAND; 1050 micaceous 5 2 55 108.6 5.0 SM @ 5': Light brown, damp, dense, silty, fine to medium SAND; CN medium pores common, rootlets common 1045 3 19 SP @ 10': Light gray brown, dry, medium dense, very fine SAND; micaceous 1040 15 4 14 103.9 19.7 ML @ 15': Brown, moist, loose, fine sandy SILT; micaceous 1035 28 _ 5 58 SP @ 20': Off-white, dry, very dense, fine SAND; micaceous 1030 - @ 24' possible gravel (per driller) 25 6 18 100.0 26.2 CL @ 25': Light gray, moist, very stiff, silty CLAY; micaceous, wood fragment In sample 1025- 3 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX SOSA(11/77) LEIGHTON & ASSOCIATES 1 I 1 I L� I I 11 11 GEOTECHNICAL BORING LOG B-19 Date 1-8-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140lbs. Drop 30 in. Elevation Top of Hole +/-1052' ft. Ref. or Datum Mean Sea Level )WA(11111) LtIUN I UN & ASSOCIATES V m� m GEOTECHNICAL DESCRIPTION m 'rem L n m nol N z ra ypy ; o c,� 9 V? F— mLL 1aJ 4 0� cu, 0.�. Vy O w 01i Z O0ac �v Logged By KBC to rod Sampled By KBC 30— - - 7 45 SP @ 30': Light gray, moist, dense, fine to medium SAND; few - - - fine gravels, micaceous 1020 35 -- a 34 107.0 21.6 SM @ 35': Light gray brown, damp, medium dense, fine sandy SILT; micaceous 1015 40- 9 50 SM @ 40': Light gray, damp, dense, silty, fine SAND; micaceous 1010 45- 10 23 96.2 28.6 SM @ 45':gray, moist, medium dense, silty very fine SAND;; mi micaceous, minor carbonate 1005 J. 50 11 46 SM @ 50': Light brown, moist, dense, silty fine to medium SAND; micaceous 1000 Total depth 51.5' No groundwater encountered Backfilled 1-8.97 55- 995 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX )WA(11111) LtIUN I UN & ASSOCIATES I I I I 1 1 I I I GEOTECHNICAL BORING LOG B-20 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Elevation Top of Hole +/-1053' ft. Drive Weight 140 lbs. Drop 30 in. Ref. or Datum Mean Sea Level 50SA(11177) LEIGHTON & ASSOCIATES °GEOTECHNICAL DESCRIPTION m mm am no m m cU. m� m� n D n wm •o UV o mLL CLL Z °0a .y UJ t7 C � 0 yj Logged By KBC to Sampled By KBC F Ba 2 1 38 107.5 13.6 SM AI 1 AVIUM 10.11 @ 1': Brown, moist, medium dense, silty, fine SAND; few RV @7-5' rootlets, few medium pores 1050-" 5- 3 17 SM @ 5': Light brown, damp, medium dense, slightly clayey, silty fine SAND; micaceous, red -brown iron oxide stains common 1045- 04510 10- 4 4 37 103.4 10.1 SM @ 10': Off-white, damp to moist, medium dense, silty, fine to medium SAND; micaceous 1040 15 - - 5 18 SW @ 15'; Light brown, dry, medium dense, fine to coarse SAND; micaceous 1035 2'+�--: a 34 108.3 2.3 SP @ 20': Light brown, dry, medium dense, medium to coarse SAND; micaceous Total depth 21' No groundwater encountered 1030 Backfilled 1-8-97 25 1025 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS e BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 50SA(11177) LEIGHTON & ASSOCIATES n I 11 I J 1 I I I GEOTECHNICAL BORING LOG B-21 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1053' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES N h GEOTECHNICAL DESCRIPTION g z z° ys 31i my m ar el) 'm �m m �IA e n pa mm U o U0 wLL CLL Z E _o` mom > o 'oj Logged By KBC n M. rn c U y Sampled By KBC Bag 2 @1.5' 1 17 SM AI I IIVIIIM (nwll @ 1.5'; Light brown, damp, medium dense, slightly clayey, silty fine SAND; abundant carbonate, few rootlets 1050 5 3 21 94.3 25.9 ML @ 5': Gray, moist, medium dense, fine sandy SILT; micaceous 1045 10 - 4 24 SP @ 10% Off-white, dry, medium dense, very fine SAND; micaceous 1040 15 5 21 109.0 8.9 SP @ 15% Light brown, dry, ry, medium dense, very fine SAND; CN - micaceous, few orange brown, iron oxide stained fractures 1035 28 6 39 SP @ 20': Light brown, dry, medium dense, fine to medium SAND; micaceous Total depth 21.5' No groundwater encountered 1030 Backfilled 1-8-97 25- 1025 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I 11 1 11 I I 1 ll GEOTECHNICAL BORING LOG B-22 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. FlAvation Too of Hole +1-1056' ft. Ref. or Datum Mean Sea Level S05A(11177) LEIGHTON & ASSOCIATES 0 y- GEOTECHNICAL DESCRIPTION m C� rm LOI m at ;O G.r 0 AV w J O` O6 Nm V O >J0 GLL ,, t; Z M Fa ? 2 o of Logged By KBC a ru U) G v h Sampled By KBC 10551 26 111.2 9.8 SM AI I I WHIM 10,11 @ 1'; Brown, moist, medium dense, silty, fine SAND; few CN medium pores, few rootlets 5 2 19 SM @ 5': Brown to light brown, moist, medium dense, silty fine 1050 SAND; micaceous 1 3 14 110.4 17.4 ML @ 10': Brown, moist, stiff, clayey fine sandy SILT; 1045 micaceous 15 - 4 16 SM @ 15': Brown, moist, medium dense, silty fine SAND; 1040 micaceous 20- 6 40 110.4 12.7 SM @ 20': Light brown, moist, medium dense, silty fine SAND; 1035 micaceous Total depth 21' No groundwater encountered Backfilled 1-8-97 25- 1030- 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX S05A(11177) LEIGHTON & ASSOCIATES 11 1 I GEOTECHNICAL BORING LOG B-23 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hole +/-1056' ft. Ref. or Datum Mean Sea Level 505A(11/77) LEIGH] UN & A55UGIA I E5 z J GEOTECHNICAL DESCRIPTION F S„ .W t y Ha .y ��; m am no Da m UV o WLL CLL t7J Z M 000. �o N=i Logged By KBC In c G v Sampled By KBC 1055 Ba 2 g t 27 SM AI I I IVI IM IOall @ 1': Brown, moist, medium dense, slightly clayey, silty fine MD,DS @7.5' SAND; carbonate common; few rootlets EI,CR 5 -- 3 25 102.9 19.7 ML @ 5': Brown, moist, medium dense, clayey, silty, fine SAND; 1050 micaceous 10 - 4 1e SP @ 10': Light brown, dry, medium dense, fine SAND; 1045 micaceous 15 5 32 95.8 3.1 SP @ 15': 'Salt & pepper' white, dry, medium dense, medium CN 1040 - SAND; micaceous - 20-1.- - 6 25 SW @ 20': Light brown, dry, ry, medium dense, fine to coarse 1035 SAND; micaceous Total depth 23' No groundwater encountered Backfilled 1-8-97 25- 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11/77) LEIGH] UN & A55UGIA I E5 1 1 I 1 I 1 J 1 1 1 GEOTECHNICAL BORING LOG B-24 Date 1-8-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Tor) of Hole +/-1057' it. Ref. or Datum Mean Sea Level _ Om mLL W Lm QLL Lpl c9 m Z z m E H 3t0 mm o mU QG Q m� 3C OC o U q NU Uy 8 GEOTECHNICAL DESCRIPTION Logged By KBCCL Sampled By KBC a m r_ O : Beg 2 @1-5' 1 26 98.3 7.9 SM Al i uvlune In,n @ 1.5': Brown, damp, medium dense, silty fine SAND; 1055 abundant carbonate large pores common, few rootlets 5- 3 12 SM @ 5': Light brown, moist, medium dense, silty fine SAND; micaceous 1050 10—L4 19 86.3 17.8 L/S @ 10': Upper portion of sample: Gray, moist, medium dense, fine sandy SILT; micaceous — Lower portion of sample: Off-white, damp, medium dense, 1045 — fine to coarse SAND; micaceous 15-5 26 SW @ 15': Light brown, dry medium dense, fine to medium SAND; micaceous 1040 — — 20 — 6 38 87.6 3.0 SW @ 20': Off-white, dry, medium dense, fine to medium SAND; CN — micaceous 1035mvw — — 25 — = 7 11 ML @ 25': Grey, damp to moist, medium dense, very fine sandy AL SILT; micaceous 1030 3 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I 11 1] 1 1 I GEOTECHNICAL BORING LOG B-24 Date 1-8-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1057' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES N = H- GEOTECHNICAL DESCRIPTION m •q V rn m z° "' °o �1L e.. m� a0 H CD m Gm Q CL O m CL O mV Q 6 Nm mLLo t` 0O� t7 z E m m a c �v -y y6 Logged By KBC CL W H c Sampled By KBC 30— 8 52 112.4 3.0 GP @ 30': Light brown, moist, dense, fine gravelly, medium to coarse SAND; micaceous 1025 35 9 24 CL @ 35': Light green, moist, very stiff, fine sandy CLAY 1020 40 10 18 122.1 13.8 SC @ 40': Light green, wet, medium dense, clayey, medium to coarse SAND 1015 45 it 35 CL @ 45': Brown, moist, hard, medium to coarse sandy CLAY 1010 50- 12 49 115.9 15.8 SM CO) 50': Brown, moist, dense, silty, fine to medium SAND; micaceous Total depth 51' 1005 No groundwater encountered Backfilled 1-8-.97 55- 1000 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I 1 1 [7 1 ll 1 11 GEOTECHNICAL BORING LOG B-25 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hole +/-1057' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES a, H- GEOTECHNICAL DESCRIPTION m r= p L O q 2 0 w0 ;1L 0 m� �« Wy H WO �LL ym at1L G� m� r O a O� 00 O a Nm •o L7V O m W C t7 Z E 0 a, ' o .N h°� Logged By KBC H Gl Sampled By KBC 1 24 SM Al l HVI1 IM IOwll @ 1': Light brown, damp, medium dense, silty fine SAND; carbonate concretions common, rootlets common 1055 5 2 20 102.5 5.4 SM @ 5': Light brown, moist, medium dense, silty, fine to CN medium SAND; micaceous 1050 10 -- 3 15 SW @ 10': Light brown, damp, medium dense, fine to medium —77 — — SAND; micaceous 1045 4 17 106.0 7.6 SW @ 15': Light brown, damp, medium dense, fine to medium — SAND; micaceous 1040 20-— — 5 10 SM @ 20': Brown, moist, medium dense, silty fine SAND; micaceous 1035 Total depth 21.5' No groundwater encountered Backfilled 1-8-97 25- 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION By R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I 1 I 1 1 1 F, 1 1 1 1 1 GEOTECHNICAL BORING LOG B-26 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1061' ft. Ref. or Datum Mean Sea Level ' 50SA(11177) LEIGHTON & ASSOCIATES H ° GEOTECHNICAL DESCRIPTION o ,r m n y z Ho •% e q mm Om`mma mm V„V om cu. " oLL Z E IL Logged By KBC V) v Sampled By KBC 1060 -Bag 2 1 21 104.4 6.7 SM AI I IWHIM (Oall @ 1': Brown, moist, medium dense, silty fine SAND; many @7-5' fine pores, few medium pores, many rootlets 5- 3 28 SM @ 5': Light brown, damp, medium dense, slightly clayey, 1055 silty fine to medium SAND; few medium pores, micaceous 10 -- 4 27 SW @ 10': Off-white, dry, medium dense, fine to coarse SAND; 1050 micaceous 15 — y 32 SW @ 15': Off-white, dry, dense, fine to coarse SAND; 1045 _ micaceous 20 — — 6 36 104.7 2.9 SW @ 20': Off-white, d ry, medium dense, fine to coarse SAND; 1040 _ = = micaceous, sample disturbed, very friable Total depth 21' No groundwater encountered Backfilled 1-8-97 25- 1035- 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 50SA(11177) LEIGHTON & ASSOCIATES I 1 1 L_J 1 1 I Cl GEOTECHNICAL BORING LOG B-27 Date 1-8-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-52 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1060' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES N GEOTECHNICAL DESCRIPTION m o –�' r �' L O) q m z O Cy. 7r to F !ems Gm O.O C pLL m0 0 , Vim 'O UV O WLL LL c7J Z mi fro -Vl Logged By KBC to c tn Sampled By KBC 1 0 Al I I IVILIM Ina11 t to SM @ 1.5% Light brown, damp, medium dense, silty fine SAND; abundant carbonate, micaceous, few medium pores, few rootlets 1055 5—. 2 29 99.3 12.4 SM @ 5': Light brown, moist, medium dense, silty, very fine SAND; micaceous 1050 10 — — 3 78 SP @ 10% Light gray, moist to wet, medium dense, fine SAND; micaceous 1045 15 4 22 92.5 12.0 SP @ 15': Light gray, moist, medium dense, fine SAND; micaceous ix 1040 20—...— — s 23 SW @ 20': Off-white, dry, medium dense, medium to coarse SAND; micaceous Total depth 21.5' No groundwater encountered Backfilled 1-8-97 1035 25- 1030J 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE OR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I 1 [,I 11 1 1 1 1 1 1 GEOTECHNICAL BORING LOG B-28 Date 1-8-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elwvation Too of Hole +/-1058' ft. Ref. or Datum Mean Sea Level o �m WLL r nm GLL na y ; m E H Ho of MwQ. H mo n mm o v yy UV of rn GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC da F o a ~ Bag 2 1 22 104.7 8.7 SM At I uVItIm Ines @1': Brown, moist, medium dense, slightly clayey, silty fine @1.5• SAND; many medium pores, few large pores, many rootlets, carbonate common 1055- 0555 5- 3 3 17 SM @ 5': Light brown, moist, medium dense, silty, very fine SAND; micaceous 1050 10 4 14 108.2 18.3 SM @ 10': Gray, moist, loose to medium dense, silty, very fine CN SAND; few medium pores, micaceous charcoal fragment in sample 1045 is— 5 14 SM @ 15': Brown, moist, medium dense, slightly clayey, silty fine to medium SAND; micaceous 1040 20- 6 15 86.3 33.9 SM @ 20': Brown, moist, loose to medium dense, clayey, silty fine SAND; micaceous 1035 25 — 7 14 ML @ 25': Dark grey, moist, medium dense, fine sandy SILT; AL micaceous 1030 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON OS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES 11 1 11 1 1 1 GEOTECHNICAL BORING LOG B-28 Date 1-8-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Flevatinn Tnn of Hole +/-1058' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTUN & A55UGIA I t5 GEOTECHNICAL DESCRIPTION F S t, z ys ;LL zo Wm Cm C� r C Or m0 NO UV fly mLL G AJ O Z E 00a O. a •p 0 5�_ Logged By KBC a W c7 m In v y ~ Sampled By KBC e 39 107.4 6.0 SW @ 30': "Salt & pepper" white, moist, medium dense, fine to CN — medium SAND; few coarse SAND layers, micaceous Total depth 31' No groundwater encountered Backfilled 1-8-97 1025- 025351020 35- 1020 40- 1015 45- 1010 SO 1005- 005551000 55— '00, LLMI SAMPLE TYPES: TYPE OF TESTS: 5 SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTUN & A55UGIA I t5 I 1 1 I J I I GEOTECHNICAL BORING LOG B-29 Date 1-8-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Tog) of Hole +/-1063' ft. Ref. or Datum Mean Sea Level a •�� a IDG W L Cm c7 h y z° D! E y ys ;LLO .y pC,r m�? NLmCOJ V yH U� tiUA GEOTECHNICAL DESCRIPTION Logged By KBCCL Sampled By KBC N F O I 33 SM AI IIVI IIIM 10,11 @ 1': Light to dark brown, moist, dense, slightly clayey, silty fine SAND; abundant carbonate, abundant rootlets 1060 5- 2 38 105.8 5.2 SM @ 5': Light brown, moist, medium dense, silty fine SAND; large pores common; micaceous, friable 1055 10 - - 3 13 SP @ 10': Light brown, damp, medium dense, fine to medium SAND; micaceous 1050 15 - 4 26 106.5 1.9 SW @ 15': Off-white, dry, medium dense, fine to coarse SAND; - - micaceous, friable 1045 20 5 t3 SC @ 20': Brown, moist, medium dense, silty, clayey, fine to medium SAND; micaceous 1040- 04025 25— mow 6 33 103.2 2.8 SW @ 25': "Salt & pepper" white, medium dense, fine to coarse - SAND; micaceous, friable 1035 - 30 - SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505a(11177) LEIGHTON & ASSOGIA I 1=8 11 1 [l 11 [1 GEOTECHNICAL BORING LOG B-29 Date 1-8-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Flavatinn Tnn of Hnle +/-1063' ft. Ref. or Datum Mean Sea Level sosn(11177) LEIGHTON & ASSUGIA1 E5 N GEOTECHNICAL DESCRIPTION z° m m� im mm nm ao o oU. n mm CIV o WI` 01L t73 Z E m ma e foj Logged By KBCCL U)Sampled By KBC ~ _ _ _ 7 33 SP @ 30': Light brown, dry, dense, fine to medium SAND; micaceous 030 1030- 35 35— r-- 8 39 104.2 3.1 SW @ 35': Off-white, dry, medium dense, medium to coarse — SAND; few fine gravels, micaceous 1025 - 9 72 SM @ 40': Light brown, moist, very dense, silty fine to medium SAND; micaceous 102 45 10 66 125.5 4.3 SW @ 45': Light brown, damp, dense, fine gravelly, fine to — coarse SAND; micaceous 1015 50 — — 11 78 SW @ 50': Light brown, damp, very dense, fine to medium — — SAND; few coarse grains, micaceous Total depth 51.5' No groundwater encountered 1010 Backfilled 1-8-97 55- 1005 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SNEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX sosn(11177) LEIGHTON & ASSUGIA1 E5 I 1 I 1 1 1 I GEOTECHNICAL BORING LOG B-30 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1062' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES °- m� y- GEOTECHNICAL DESCRIPTION m Uz 00 IOm �m 6m mm 6pm WJ O 6 ;win 1L Or 06 m V O °0a �v Logged By KBC w� y G m� Sampled By KBC 1 29 SM Al I IIVH JIM Innu @I ': Brown, damp, medium dense, slightly clayey, silty fine 1060 SAND; carbonate common, rootlets common 5 2 36 107.8 10.8 SM @ 5': Brown, damp, medium dense, silty fine SAND; fine and CN medium pores common, few rootlets, carbonate nodules common 1055 18 3 12 CL @ 10': Light brown, moist, stiff, fine sandy, silty CLAY; micaceous 1050 15 4 19 103.2 24.5 CL @ 15': Brown, moist, very stiff, fine sandy, silty CLAY; few medium pores, micaceous 1045 20 5 10 CL @ 20': Dark gray, moist, stiff, silty CLAY; micaceous 1040 Total depth 21.5' No groundwater encountered Backfilled 1-9-97 25- 1035 3 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I I I 1 1 [l 1 I GEOTECHNICAL BORING LOG B-31 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Flavatinn Tnn of Hole +1-1064' ft. Ref, or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES 0 H GEOTECHNICAL DESCRIPTION 0 ° z es m O� °1.2 LL o WLL t7 Z 0°i > o 'iii Logged By KBC n to C V rn Sampled By KBC Bag 2 @1.5' 1 36 85.5 9.4 SM Al I IIVII IM 10,11 @ 1.5% Light brown, damp, medium dense, silty fine SAND; abundant carbonate, abundant rootlets 1060 5 3 61 SM @ 5': Light brown, damp, very dense, silty, fine to medium SAND; many fine pores, few rootlets 1055 10 — — 4 33 97.4 3.0 SW @ 10': "Salt & pepper" white, dry, medium dense, fine to CN — medium SAND; micaceous 1050 15 —� 5 2 20 SP @ 15': Ten, dry, medium dense, fine SAND; micaceous 1045 20- 6 42 107.0 2.6 SW @ 20' "Off-white, damp, medium dense, fine to coarse - SAND; micaceous Total depth 21' No groundwater encountered Backfilled 1-9-97 1040- 25- 251035 1035 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE 7 TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I 1 1 I GEOTECHNICAL BORING LOG B-32 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1065' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES GEOTECHNICAL DESCRIPTION m C L� O N Z m NO m mt1 m 7r mh � ia0 LL Cm m LL n0 r plL On Nm C:V O Z °°a o„ _N W t7 2 0toy Logged By KBC i to r] Sampled By KBC 1 5 AI I LIVILIM IOwll 1 31 SM @ 1.5': Light brown, damp, dense, silty fine SAND; abundant carbonate, rootlets common 1060 5- 2 42 99.7 7.6 SM @ 5': Light brown, damp, medium dense, silty fine SAND; many fine and medium pores 1055 10 - - _ 3 26 SW 10% Light brown, @ g dry, medium dense, fine to medium — SAND; micaceous 1050 15 — — 4 33 107.3 4.8 SW @ 151: Ten, damp, medium dense, fine to coarse SAND; CN _ LOW micaceous, few orange -brown iron oxide concretions 1045 20 SW @ 20': Off-white, dry, medium dense, fine to coarse SAND; _ — micaceous Total depth 21.5 No groundwater encountered Backfilled 1.9-97 1040 25- 1035- 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I 1 1 1 1 1 1 GEOTECHNICAL BORING LOG B-33 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1060' ft. Ref. or Datum Mean Sea Level 1 50SA(11177) LEIGHTON & ASSOCIATES °GEOTECHNICAL DESCRIPTION m m 00 C.r �« H mm lnoJ O d OLL DCL r?m _2 UV O l7LL Z m0. IY� m '' o Logged By KBC rn G U Sampled By KBC10150 ~ 1 18 112.9 6.9 SM At I LIVILIM Innl1 @ 1': Light brown, moist, medium dense, silty fine SAND; few fine pores, micaceous, rootlets common 1055 5- 2 to SM @ 5': Light brown, moist, medium dense, silty fine to medium SAND; few large pores, micaceous, few rootlets 1050 4. 3 29 93.8 1.8 SP @ 10': Tan, dry, medium dense, fine SAND; micaceous CN 1045 15 ,.'..... I–I 4 14 ML/SP @ 15': Upper portion of sample: Gray, moist, medium dense, fine sandy SILT; micaceous, organic material common Lower portion of sample: Off-white, damp, medium dense, fine to medium SAND; micaceous 1 20 5 16 96.7 13.4 ML @ 20': Grey brown, damp, medium dense, fine sandy SILT; micaceous Total depth 21' No groundwater encountered Backfilled 1-9-97 1035 25- 1030J 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 1 50SA(11177) LEIGHTON & ASSOCIATES I 1 I 1 I I I I 1 GEOTECHNICAL BORING LOG B-34 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1059' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES ° GEOTECHNICAL DESCRIPTION m Cr y 2 �U. 41 m 1`noJ 0 m CL �. Od wC oy. Vy U. �LL MacG W t7 H fv H� Logged By KBC Sampled By KBC F' 1 34 SM AL1 UVILIM IOwll @ 1.5': Light brown, damp, dense, silty fine SAND; abundant carbonate 1055 5- 2 35 106.4 7.5 SM @ 5': Light brown, moist, medium dense, silty fine SAND; CN few fine pores 1050 10—.-- 3 22 SW @ 10': Off-white, damp, medium dense, medium to coarse SAND; micaceous 1045 15 4 13 99.9 26.1 ML @ 15': Brown, moist, loose, fine sandy SILT; micaceous CN 1040 20 - 5 44 SP @ 20': Upper portion of sample: Orange -brown, damp, dense, medium to coarse, SAND; iron oxide stained, micaceous Lower portion of sample: Light gray, damp, dense, fine SAND; micaceous Total depth 21.5' No groundwater encountered 1035 Backfilled 1-9-97 25- 10301 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES J 1 1 I 1 1 I I I 1 GEOTECHNICAL BORING LOG B-35 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 tbs. Drop 30 in. Elevation Top of Hole +1-1060' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES g GEOTECHNICAL DESCRIPTION m o Lam. w Z wG OLL w m� _7« away I - 1>C" CLO O -1 d Q a w m '��" L.iL'? . i O wLL M OIL 0 Z a 0°a� G �v 5 Logged By KBC Sampled By KBC 0— 1 21 93.3 16.4 SM Al1060- I AVIUM 10,11 @ 1': Light brown, moist, medium dense, slightly clayey, silty fine SAND; fine and large pores common, few rootlets 1055 5 — 2 13 ML @ 5': Light to dark brown, moist, medium dense, fine sandy SILT 1050 10 3 12 88.8 34.9 CL @ 10': Brown, moist, stiff, fine sandy silty CLAY; few large pores, micaceous 1045 15 f S CL @ 15': Gray brown, moist, medium to stiff, fine sandy, silty CLAY; micaceous 1040 20 5 12 95.5 27,4 CL @ 20': Gray, moist, stiff, fine sandy, silty CLAY; micaceous Total depth 21' No groundwater encountered Backfilled 1.9-97 1035 25- 1030J 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON OS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES I I I I I I I I I I i I I I I h L I GEOTECHNICAL BORING LOG B-36 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +A 1061' ft. Ref. or Datum Mean Sea Level I SOSA(11177) LEIGHTON & ASSOCIATES y - GEOTECHNICAL DESCRIPTION m ° �„ r w 2 wo 31i c.. m� °« m r im mm CI o n m° OL v,= UV o w Z m °°a a o '6 Logged By KBC a H G v Sampled By KBC 1060 AI I IIVIIIM f(]wll Bag 2 1 39 SM @ 1': Light brown, damp, dense, silty fine SAND; abundant CR @1-5' carbonate, few rootlets 5- 3 26 111.3 16.5 SM @ 5': Light brown, moist, medium dense, silty fine SAND; CN 1055 fine to medium pores common, few rootlets 10 4 12 CL @ 10': Gray brown, moist, stiff, fine Bendy silty CLAY; 1050 micaceous 15 5 t3 105.3 21.1 ML @ 15': Gray brown, moist, loose, fine sandy SILT; few 1045 medium pores; micaceous 20 - s to SP @ 20': Light gray, moist, medium dense, fine SAND; 1040 - micaceous Total depth 21.5 No groundwater encountered Backfilled 1-9-97 25- 1035- 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX I SOSA(11177) LEIGHTON & ASSOCIATES I I 1 L 1 hI LI GEOTECHNICAL BORING LOG B-37 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1061' ft. Ref. or Datum Mean Sea Level ' 505A(11177) LEIGHTON & ASSOCIATES ° « �" GEOTECHNICAL DESCRIPTION m O •' t« W Z y0 'N m� NOf/1 � m m W p G O. DIL m V D a Nat •o« UV O LL LL t7 Z O0a �U .N yj Logged By KBC UJ tp G H Sampled By KBC 1060- AI LIIVILIM IOall 101.2 21.7 1 10 SM @ 1 .5': Brown, moist, loose, silty fine SAND; organic rich, abundant rootlets, micaceous 5- 2 11 ML @ 5': Brown, moist, medium dense, fine sandy SILT; 1055 micaceous 10- 3 11 81.4 38.2 CL @ 5': Gray brown, moist, stiff, fine sandy silty CLAY; 1050 micaceous 15 4 14 CL @ 15': Upper portion of sample: gray brown, moist, stiff, 1045 fine sandy, silty CLAY; micaceous, few medium pores Lower portion of sample: Brown, moist, stiff, fine to medium sandy, silty CLAY 20 5 15 106.9 18.0 CL/S @ 20': Upper portion of sample: Gray, moist, stiff, fine to 1040 medium sandy, silty CLAY; micaceous Lower portion of sample: Off-white, moist, medium dense, fine to coarse SAND; micaceous Total depth 21' No groundwater encountered Backfilled 1-9-97 25- 1035 30—L ------- L H I I I I SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX ' 505A(11177) LEIGHTON & ASSOCIATES I I I 1 1 I 1 1 1 I GEOTECHNICAL BORING LOG B-38 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1062' ft. Ref, or Datum Mean Sea Level 1 505a(I7in) LEIGHTON & ASSOCIATES ma H- GEOTECHNICAL DESCRIPTION m C m "' m L � N « Z Ot NO 30 Cr. 7r C tai H 1111100 LL AJ O CL OLL Q C Qr L) O lu c7 Z m 00a 5=;Logged By KBC rn O` Sampled By KBC ~ Bag 2 ALLUVIUM UVIUM 10»11 1060 @1-5' 1 34 SM @ 1.5': Light brown, damp, dense, silty fine SAND: few rootlets 5—. 3 17 106.2 16.8 ML @ 5': Gray brown, moist, medium dense, slightly clayey, fine sandy SILT; few medium pores, micaceous, few rootlets 1055 10 4 16 CL @ 10': Brown, moist, very stiff, fine sandy, silty CLAY,- LAY;micaceous POP/// micaceous 1050 15 5 11 98.3 25.4 CL @ 15': Brown, moist, stiff, fine sandy, silty CLAY; medium to large pores common, micaceous 1045 20- 6 39 SW @ 20': Off-white, dry, dense, fine to coarse SAND; micaceous 1040 Total depth 21.5' No groundwater encountered Backfilled 1-9-97 25- 1035 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 1 505a(I7in) LEIGHTON & ASSOCIATES I 1 [1 [] 1 1 F1 u GEOTECHNICAL BORING LOG B-39 Date 1-9-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Tot) of Hole +1-1064' ft. Ref. or Datum Mean Sea Level O •mQ) IL W Lr w at Qly L G J c7 N m Z ° Z al C M W y0 O 01 ` a me = N m U O6 G 7�: O Nm o v Ay '5=; GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC N m f" CL E 1 14 104.2 8.6 SM Al I I ]VIUM I(]nll @ 1': Light to dark brown, moist to wet, loose, silty fine W2 IN, SAND; abundant rootlets 0605 1060- 5- 3 3 10 SM @ 5': Light brown, dry, loose, silty fine SAND; micaceous 1055- 05510 10--. — — 4 30 103.6 2.0 SW @ 10% Off-white, dry, medium dense, medium to coarse CN — SAND; micaceous 1050 IS 5 14 ML @ 15': Gray brown, moist, medium dense, fine sandy SILT; micaceous 1045 20 6 26 108.2 19.2 ML @ 20': Grey brown, moist, medium dense, clayey, fine to medium SILT; micaceous 1040 25- 7 17 SM @ 25': Yellow brown, moist, medium dense, silty, fine to medium SAND; orange -brown, iron oxidized fracture @ 28': Possible gravel encountered (per driller) 1035 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 1 505A(11177) LEIGHTON & ASSOGIATES I [1 1 1 1 I. 1 GEOTECHNICAL BORING LOG B-39 Date 1-9-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Too of Hole +/-1064' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES m GEOTECHNICAL DESCRIPTION F o r„ m z mo mwo we IN >LL mLL m� o n O a .5 CD (7 Z m 00i a o .v, y� Logged By KBC m lu U)c U Sampled By KBC 30— S 29 121.6 12.5 SC @ 30': Yellow brown, moist, medium dense, clayey, fine to SA coarse SAND; and micaceous dal 32': Possible gravel encountered (per driller) 1030 35-- 9 50 SW @ 35': Light brown, moist, very dense, slightly clayey, fine — — to coarse SAND; micaceous 1025 40 10 5e 109.9 6.0 SW @ 40': Light brown, moist, dense, fine to coarse SAND. micaceous 1020 45 - - 17 2 56 SM @ 45': Light brown, wet, very dense, silty fine SAND; micaceous 1015 50 - 12 50 113.6 15.4 SM @ 50': Yellow brown, moist, dense, fine to coarse sandy SILT; micaceous Total depth 51' No groundwater encountered Backfilled 1-9-97 1010 55- 1005 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES n 17 1 1 I 1 LJ `n u 1 I GEOTECHNICAL BORING LOG B-40 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1074' ft. Ref. or Datum Mean Sea Level 50SA(11177) LEIGHTON & ASSOCIATES N h- GEOTECHNICAL DESCRIPTION m mm am as m m �m rom m� o n U. 21 Oa mm V o DLL 1'7 Z o of Logged By KBC a tuLL W o` v rn_ Sampled By KBC F' 1 18 111.9 11.1 SM ARTIFICIAL FIII (Storkpile) @ 1': Brown, moist, medium dense, silty fine SAND; few fine to medium pores, abundant rootlets 1070 5 2 18 SM @ 5': Mottled light and dark brown, damp, medium dense, silty fine SAND; micaceous 1065 10 3 41 111.5 7.5 SM -------------------------- aililv10nn (oan @ 10': Light brown, moist, medium dense, silty, fine SAND; CN few medium pores, micaceous 1060 15 q 7 15 CL @ 15': Light brown, moist, stiff, fine sandy, silty CLAY; micaceous 1055 20 5 14 100.4 16.7 ML @ 20': Gray brown, moist, loose, fine sandy SILT; micaceous 1050 25 6 9 ML @ 25': Gray, moist, stiff, fine sandy, silty CLAY; micaceous Total depth 26.5' No groundwater encountered Backfilled 1-9-97 1045 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 50SA(11177) LEIGHTON & ASSOCIATES I 1 E [1 LJ 1 1 GEOTECHNICAL BORING LOG B-41 Date 1-9-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +/-1067' ft. Ref. or Datum Mean Sea Level SOSA(17177) LEIGHTON & ASSOCIATES z ��; GEOTECHNICAL DESCRIPTION m •'m t ,_, L �o Cw m� 7« R) I— �T �p C G CLL 4t0 Nm VV O mLL OLL J Z � °0a C G •� .fA UJ �7 G �V 5 Logged By KBC rn Sampled By KBC Bag 2 1 20 99.7 11.3. SM Al I AVIUM I0a1l @ 1': Light brown, damp, medium dense, silty fine SAND; 1065 @1-5' abundant carbonate, few medium pores 5 - 3 35 SP @ 5': Tan, dry, dense, very fine to fine SAND; micaceous 1060 10 4 25 96.6 11.2 ML @ 10': Light yellow brown, moist, medium dense, fine sandy SILT; medium to large pores common, micaceous 1055 15 — 5 30 SP @ 15': Tan, dry, dense, fine SAND; micaceous 1050 20 �� 6 42 110.2 9.8;M -SM @ 20': Sample grades from brown, moist, medium dense, — — — moist, fine sandy SILT to off-white, damp, medium dense, fine to coarse SAND; micaceous 1045 — — 25 — — 717 SM @ 25': Light brown, moist, medium dense, silty fine SAND; micaceous 1040- 30— SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERSERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX SOSA(17177) LEIGHTON & ASSOCIATES 11 1 1 1 I 1 1 1 1 GEOTECHNICAL BORING LOG B-41 Date 1-9-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1067' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES N z H %y GEOTECHNICAL DESCRIPTION m o t, m yo 3 m m �� m mLL G caOJ O C O Arta �C •� U O W o Z mar > QI c _y Logged By KBC c WG v tom Sampled By KBC e 45 SP @ 30': Off-white, moist, medium dense, medium to coarse SAND; micaceous 1035 35 9 32 SP @ 35': Off-white, dry, dense, medium SAND; micaceous 1030 10 22 109.4 21.8 CL @ 40': Light brown, moist, very stiff, fine to coarse sandy, silty CLAY; micaceous 1025 45 11 37 CL @ 45': Light brown, moist, hard, fine to coarse sandy CLAY; micaceous 1020- 0205U 50- 12 12 82 104.4 5.8 SP @ 50': Light brown, moist, very dense, fine to medium SAND; micaceous Total depth 51' 1015 No groundwater encountered Backfilled 1-9-97 55- 1010 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERO LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES 1] 1 [l 1 [l Cl GEOTECHNICAL BORING LOG B-42 Date 1-9-97 Sheet 1 of 1 Project TEMECULA REGIONAL CENTER Project No. 11971000-001 Drilling Co. CAL -PAC DRILLING Type of Rig B-53 HSA Hole Diameter 8 in. Drive Weight 140 lbs. Drop 30 in. Elevation Top of Hole +1-1066' ft. Ref. or Datum Mean Sea Level 1 505A(11177) LEIGHTON & ASSOCIATES N a- GEOTECHNICAL DESCRIPTION m OWj I Cl 1 I 1 GEOTECHNICAL BORING LOG B-43 Date 3-14-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-002 Drilling Co. San Diego Drilling Type of Rig Bucket Auger Hole Diameter 30 in Drive Weight 4113# 0-25', 2981 # 25-47', 2168# 47-72' Drop 12 in. Elevation Top of Hole +/-1156' ft. Ref. or Datum Mean Sea Level o >LL m M OLL O O tf7J H O 2 z O. E M h 3 0 mOLL m D" C_ O ❑ 6 >' m O C N m oC o U N" _m y Ui"i —v? yj GEOTECHNICAL DESCRIPTION Logged By SCB/RFR Sampled By SCB m F O a 0— 1155 Bag 1 1c M -S PAIIRA FORMATION @.0': Red brown to medium brown, damp, dense, silty, coarse to very coarse SAND, some clay 10', 5- I 1150- @ 5'6": Grades to gray brown, damp, fine to coarse SAND, @ 6' few fine laminations of medium brown fine SAND B:HO RZ. 10 2 5 113.7 7,3 'M -S @ 10': Gray brown, damp, dense, medium to coarse SAND; 1145 friable M -S @ 14': Very irregular 6" thick bed olive gray, fine, silty 15 SAND 1140 @ 17.5 @ 17'6": Sharp irregular contact to dark gray, soft silt 4" to _ - G3:N50E 3 1 104.9 14.3;M -SNA 6" thick; below is grey, damp, medium dense, very fine 10SE sandy silt to silty fine SAND; micaceous @ 19.5- 9.5'20 20— GB:N30-M-S @ 19.6": Dark olive gray, soft silt bed 2" thick 40E Bag 5 1135 '', 8-1 OSE CO 20- 25' ' 4 PUSH 76.3 44.2 M -S @ 22': Sharp iron stained contact to gray, moist, stiff clayey -, @ 22.5' SILTSTONE, few carbonate (?), lined fractures; micaceous -- - CS:N10- @ 22'6": Clay seam, paper thin - - 15E ESE 5M.Sv @ 23'6": Grades to olive gray, moist, friable, silty fine SAND to clayey silty fine sand 25—.— M -S @ 24'6": Grades to olive gray to medium gray, moist, dense. silty, very fine SAND 1130 I i SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505,4(11177) LEIGHTON & ASSOCIATES I 1 I 1 1 1 1 1 1 1 11 1 11 1 I 1 1 1 SOSA(11177) GEOTECHNICAL BORING LOG B-43 Date 3-14-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-002 Drilling Co. San Diego Drilling Type of Rig Bucket Auger Hole Diameter 30 in Drive Weight 4113# 0-25', 2981 # 25-47', 2168# 47-72' Drop 12 in. Elevation Top of Hole +/-1156' ft. Ref. or Datum Mean Sea Level ` o _ O z 'y m o a,y GEOTECHNICAL DESCRIPTION m y 2 wS mLL mLL AJ O 4 OLL C d a' m UU O M Z mo. �v h� Logged By SCB/RFR rn o Sampled By SCB H 30- —MS 126.4 10.9 V @ 30': Gray brown, damp, dense, very silty coarse to 1125 medium SAND; trace of clay 35 V -S @ 35': Contact to gray to tan brown, very silty sand; 1120 1- medium to coarse grained SAND 146.8 2.1 SP @ 39': Tan to light gray, damp, dense to very dense, poorly 40 graded SAND; abundant fine gravel to 1/4" diameter; very I friable, driller unable to remove loose cuttings. Hole 1115 :. abandoned @ 42' Total Depth 42' Downhole logged to 41' No Groundwater No caving 45 Backfilled 3-14-97 1110- 50 1105 55 1100 I 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INnFX 1 LEIGHTON & ASSOCIATES I I 1 I [1 1 1 GEOTECHNICAL BORING LOG B-44 Date 3-14-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-002 Drilling Co. San Diego Drilling Type of Rig Bucket Auger Hole Diameter 30 in Drive Weight 4113# 0-25', 2981 # 25-47', 2168# 47-72' Drop 12 in. Elevation Top of Hole +/-1156' ft. Ref. or Datum Mean Sea Level 505A 01177) LEIGHTON & ASSOCIATES .y ma ham; GEOTECHNICAL DESCRIPTION d g m L m =� H m z m Ho ca >LL mLL fCJ O d a .9 UV O w Z m _OLL °�li Logged By SCB/RFR n rn v Sampled By SCB 0 TOPSOII 1155SM @. 0': Medium to dark brown, damp to moist, silty SAND SM _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ PANRA FORMATION @ 3': Light to medium brown, damp, medium dense, silty, fine to medium SAND; micaceous 5- 1150- 10 i 3 174.8 6.5 SM 1 O': Tan brown, dam dense, medium to coarse SAND: @ P. 1145 ML fine gravel to 1/4" ,.. @ 10'6": Grades to gray, damp, medium, dense, sandy SILT; _ i some clay I I 15 - Bag 2 SP @ 15': Grades to light gray to tan brown, damp, dense, fine 1140 @15- to medium SAND; micaceous, trace of silt; very friable 20' SM @ 17': Increase in SILT, very friable, micaceous 20 3 75.2143.2 1135- MH @ 21': Sharp planar contact to dark gray, stiff to hard clayey <`-- @ 21'3" SILTSTONE --: CCN:N80E @ 21'3": Plastic clayseam, continuous, paper thin to 1 /16" __- thick; below is light olive gray SILT to clayey silt 25 1130 - - @ 27': Concretion zone 6" thick; below is medium gray brown, moist, dense, silty, very fine SAND @ 28': Grades to olive brown, silty SAND; friable 30 I i � SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A 01177) LEIGHTON & ASSOCIATES I I LJ 1 1 I 1 1 GEOTECHNICAL BORING LOG B-44 Date 3-14-97 Sheet 2 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-002 Drilling Co. San Diego Drilling Type of Rig Bucket Auger Hole Diameter 30 in Drive Weight 4113# 0-25',.2981# 25-47', 2168# 47-72' Drop 12 in. Elevation Top of Hole +/-1156' ft. Ref. or Datum Mean Sea Level 505A(11/77) LEIGHTON & ASSOCIATES z m� GEOTECHNICAL DESCRIPTION m Ol 07 9 �tL NJ G CLL O C O'er" UV7 QIL c7 Z O0a � c '5=jLogged By SCB/RFR M w 0 1' Sampled By SCB I 30 it 1125 - 4 B 111.0 4.3 SM @ 31': Grades to tan to light gray, damp, very dense, fine medium, slightly silty SAND i SM @ 34': Olive brown, very fine sandy SILT 5" thick, below is i light gray, very friable fine to medium SAND 35 _ @ 35' SM @ 35': Sharp planar clay lined contact to dark to medium GB:N70V brown, gray, damp, medium dense, silty SAND with trace 1120 ., 5S of clay; few fine gravel Sp @ 38': Red brown iron stained bed, below grades to light I ' gray, brown, dry, fine to coarse SAND; very friable 40- 5 7 111.9 4.8 Sp @ 40': Tan to light gray, damp, very dense, poorly graded coarse SAND; some gravel to 112" diameter, very friable, 1115 some caving to bottom of hole - determined unsafe below I 41' 45 rr 1110 r I i I 50 6 12 1 113.3 13.7 SP 1105 Total Depth 51' Down Hole Logged to 41' r No Groundwater L Minor Caving 41' to Total Depth Backfilled 3-14-97 L Sample No. 6 driven by 3rd Kelley 55- 1100 r 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11/77) LEIGHTON & ASSOCIATES I 1 I 1 I 1 1 1 1 1 GEOTECHNICAL BORING LOG B-45 Date 3-14-97 Sheet 1 of 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-002 Drilling Co. San Diego Drilling Type of Rig Bucket Auger Hole Diameter 30 in Drive Weight 4113# 0-25', 2981 # 25-47', 2168# 47-72' Drop 12 in. Elevation Top of Hole +/-1123' ft. Ref. or Datum Mean Sea Level 505A(11177) LEIGHTON & ASSOCIATES N m� yy GEOTECHNICAL DESCRIPTION F a LV _� L H z m ys 310 •y = m >LL 9 mLL J 2 C 6 O m fJ C a. 'y-5, UN Cl t7 Z E r ma ? 2 o y� Logged By SCB/RFR CL lu U C L) Sampled By SCB 0 PAURA FORMATION ' SM @ 0': Light red brown to grey brown, damp, medium dense to dense, silty, medium to coarse SAND; trace of clay, few clayey parting surfaces 1120 @ 4'8": Cemented (carbonate?) concretion bed 4" thick continuous around hole Bag 1 @ 6- SM @ 7': Grades to tan brown, dry to damp, dense, silty, very . 10' fine, silty sand to fine sandy SILT; few well rounded fine 1115 gravel 10- 2 3 122.2 10.4SM-SC @ 10': Becomes moist, silty, fine to medium SAND with some clay 1110 „SIA -SP @ 14': Grades to fine to coarse SAND; very friable, some 15 subangular gravel 1105 @ 17'5 SM @ 17'6": Sharp contact to gray to olive gray fine sand to C:N60E silty fine SAND; grades to coarse sand @ 19' 4NW 20 M -SP @ 20': Light a brown, damp, dense, slightly silty medium -- coarse SAND; few fine silty SAND beds 4" to 6- thick 3 2 112.9 11-1 1100 i i 25 SP @ 24'6": Red iron stained contact to medium to coarse SAND; very friable, hole caves out 1 foot, determined unsafe below 25' 1095 @ 28': Becomes coarse SAND 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11177) LEIGHTON & ASSOCIATES [] 1 1 1 1 I 1 1 1 1 1 GEOTECHNICAL BORING LOG B-45 Date 3-14-97 Sheet 2 of. 2 Project TEMECULA REGIONAL CENTER Project No. 11971000-002 Drilling Co. San Diego Drilling Type of Rig Bucket Auger Hole Diameter 30 in Drive Weight 4113# 0-25', 2981 # 25-47', 2168# 47-72' Drop 12 in. Elevation Top of Hole +1-1123' ft. Ref. or Datum Mean Sea Level 505A(11/77) LEIGHTON & ASSOCIATES Hh GEOTECHNICAL DESCRIPTION F o •gym L« H z°ys 1 1t _ nm ao e a eLL mu wm C7 c I]LL t;J Z in0. 20 >n of Logged By SCB/RFR CL wLL N D U y Sampled By SCB F' j 30 4 s 115.2 3.4 SM @ 30': Light to medium brown, damp, dense, medium to I Q very coarse SAND with gravel; some silt N L 1090 r 35 SM @ 35': Becomes finer grained SAND, damp to moist (al 35'+: Light brown, damp, sandy silt to very silty SAND; _ micaceous 1085 I L I 40 B 6 108.7 10.7 SM @ 40': Light brown to light gray, damp, dense, medium to ; coarse SAND; slightly silty 1 F Total Depth 41' Down Hole Logged to 25' No Groundwater r. 1080 Caving at 24'6" Backfilled 3-14-97 45- 510751070 1075- 1070 55 i I 1065 i f 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS D RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION RV R VALUE T TUBE SAMPLE CR CORROSION EI EXPANSION INDEX 505A(11/77) LEIGHTON & ASSOCIATES LOG OF TRENCH NO.: T-1 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Man Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. (8) (pcf) ALLUVIUM IRecentl Qal A @ 0-2': Light yellow brown, damp to moist, loose silty fine sand; SM micaceous, perched water @ 21, minor seepage ALLUVIUM B @ 2-4': Dark -gray brown to black, moist, firm, medium sandy clay CL (Topsoil?) C @ 4-15': Light brown, moist, firm, fine sandy silty clay, CL micaceous Total Depth = 15 Feet Seepage @ 2 Feet No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N600E 77 A 77 7. • TOTAL DEPTH AT M Ml 1W M MIMM== M IM== M M= MIM = LOG OF TRENCH NO.: T-2 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Map Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. (8) (pcf) ARTIFICIAL FILL/TOPSOIL (Aful Afu/ Topsoil A @ 0-21: Light brown, moist, loose to medium dense, silty fine to SM medium sand; scattered organic debris, rootlets common B @ 2-4': Dark brown, moist, clayey sand, abundant roots, porous SC ALLUVIUM Qal C @ 4-111: Light brown, moist, medium dense, silty, fine sand; SM micaceous Total Depth = 11 Feet No ground water No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE:variable TREND: N650E A► "„ Topsoil — .' ` — TOTAL DEPTH AT _ r m m O M do D 0 O n w M fA M= M= M_ M = M M= M M M= r LOG OF TRENCH NO.: T-3 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Map Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. M (pcf) ARTIFICIAL FILL Afu A @ 0-1'h': Brown, moist, loose to medium dense, slightly clayey, SM silty, fine to medium sand; micaceous, rootlets common in upper 6 inches TOPSOIL Topsoil B @ lk-21: Brown, moist, medium dense, slightly clayey, silty fine SM to medium sand; rootlets common ALLUVIUM Qal C @ 2-3'h': Light gray, moist, medium dense, clayey, silty fine SM sand; abundant carbonate staining D @3'h -5h': Gray brown, moist, medium dense, silty, fine to medium SM sand; micaceous Total Depth = 531 Feet No Groundwater No Caving / Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE:variable TREND: NS B = - TOTAL DEPTH AT M M M M M M ■r M M M r N LOG OF TRENCH NO.: T-4 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Sample Moist. Density Equipment: Cat 580K Backhoe Location: See Geotechnical Mao GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. M (pcf) ALLUVIUM Qal A @ 0-241': Gray brown, damp to moist, loose to medium dense, SM slightly clayey, silty, fine to medium sand; rootlets common near surface, micaceous B @ 2'-4': Light gray, damp, medium dense, silty, very fine sand; SM many large pores, micaceous Total Depth = 4 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: NS B, TOTAL DEPTH AT LOG OF TRENCH NO.: T-5 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Map Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. M (pcf) ARTIFICIAL FILL/TOPSOIL Afu/ Topsoil A @ 0-2': Brown, moist, loose to medium dense, silty, fine to SM medium sand; slightyly clayey, micaceous, rootlets common near surface ALLUVIUM Qal B @ 2-5': Light brown, moist, medium dense, silty fine, sand; SM micaceous Total Depth = 5 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE:variable TREND: N400E '_. TOTAL DEPTH AT M r M=1 M M M===1 = ==1 M LOG OF TRENCH NO.: T-6 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Sample Moist. Density Equipment: Cat 580K Backhoe Location: See Geotechnical Man GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. M (pcf) ARTIFICIAL FILL Afu A Localized: 0-5': Dark brown, moist, medium dense, slightly clayey SM silty, fine to medium sand; micaceous, rootlets common near surface TOPSOIL Topsoil B @ 0-3': Dark brown, moist, medium dense, silty, clayey fine to SC medium sand; micaceous, rootlets common near surface ALLUVIUM Qal C @ 3-5': Light brown, damp, medium dense, silty, fine sand; SM carbonate staining abundant; micaceous Total Depth = 5 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N200E 274 4" rj c _ Dia. 7 C — �/ Cement Pipe — TOTAL DEPTH AT M r = M M M .= W M M M M M M M M= M LOG OF TRENCH NO.: T-7 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Map Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. (8) (pcf) TOPSOIL Topsoil A @ 0-2': Dark brown, moist, medium dense, silty, fine to medium SM sand; rootlets common near surface ALLUVIUM Qal B @ 2-5': Light brown, moist, dense, silty, fine sand; carbonate SM staining common, micaceous Total Depth = 5 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5SURFACE SLOPE: 0 TREND: N500E r i A TOTAL DEPTH AT M M M M M M LOG OF TRENCH NO.: T-8 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Man Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. (8) (pcf) TOPSOIL Topsoil A @ 0-3'h•: Dark gray, wet, stiff, fine sandy clay; abundant CL rootlets near surface ALLUVIUM Qal 8 @ 3'h-51: Light brown, moist, medium dense, silty fine sand; SM micaceous Total Depth = 5 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N700E ...fes: 1 �� ..�_ i 1 '^. •L� 7. TOTAL DEPTH AT M M M LOG OF TRENCH NO.: T-9 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Man Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. M (pcf) ARTIFICIAL FILL/TOPSOIL Afu/ Topsoil A @ 0-2': Dark brown, moist, loose to medium dense, silty fine SM to medium sand; micaceous, rootlets common near surface ALLUVIUM Qal B @ 2-371': Light brown, damp, dense, slightly clayey, silty, fine SM sand; abundant carbonate staining, micaceous C @ 371-5': Light brown, moist, stiff, fine sandy clay SC D @ 5-10': off-white to light yellow brown, loose, fine gravelly, SW fine to coarse sand; micaceous, thin horizontal stratification common Total Depth = 10 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N700E O TOTAL DEPTH AT — M M M LOG OF TRENCH NO.: T-10 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Map Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. (B) (pcf) ARTIFICIAL FILL Afu A @ 0-2': Dark brown, moist, medium, clayey, silty, fine sand; SM rootlets common near surface, organic rich TOPSOIL Topsoil B @ 1'h-21: Dark brown, moist, clayey, silty, fine sand; rootlets SM common ALLUVIUM Qal C @ 2-4': Light brown, damp, dense, silty, fine Band; abundant SM carbonate staining D @ 4-6': Light brown, moist, medium dense, silty, fine sand; SM micaceous Total Depth = 6 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1'. = 5' SURFACE SLOPE: 0 TREND: N30°W TOTAL DEPTH AT M M M M M M M M M M r M M M M M M M M LOG OF TRENCH NO.: T-11 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Map Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. M (pcf) ARTIFICIAL FILL/TOPSOIL Afu/ Topsoil A @ 0-2': Dark brown, moist, loose to medium dense, silty, fine SM to medium sand; micaceous, organic debris common, rootlets common at upper surface ALLUVIUM Qal B @ 2-51: Light brown, damp, dense, silty, fine sand; carbonate SM staining common Total Depth = 5 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N30°E mss' ��• TOTAL DEPTH AT M r = M M M M = M M = M = M = M LOG OF TRENCH NO.: T-12 Project Name: Temecula Regional Center Logged by: KBC ENGINEERING PROPERTIES Project Number: 11971000-001 Elevation: Equipment: Cat 580K Backhoe Location: See Geotechnical Man Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 2/6/97 DESCRIPTION: UNIT USCS No. (9) (pcf) ARTIFICIAL FILL Afu A @ 0-3': Dark brown, moist, medium dense, silty, fine to medium SH sand; rootlets common near surface, organic debris common, micaceous TOPSOIL Topsoil B @ 3-4': Dark brown, moist, medium dense, slightly clayey, silty, SM fine to medium sand; rootlets common ALLUVIUM Qal C @ 4-5': Light brown, damp, medium dense, silty, fine sand SM Total Depth = 5 Feet No Groundwater No Caving Backfilled 2/6/97 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: variable TREND: N600E Cement Pipe TOTAL DEPTH AT M M M M M M M M M M r M M M M M M M M EGG Ot (tsf) Fs (tsf) U (psi) Rf (%) SBT 0 500 0 10 0 35 0.0 5.0 0 12 -0.0 k I I I I i I i t I i k I I I I t I I I i �1 1 1 i l l gyri i� I I -5. w silt -LO. L C1 o -G5. -30. -35. -40. -45. -50. Max. Depth 50.03 (ft) Depth Inc.: 0.164 (ft) Silly sand/sang Sand :,..-.":. Sandy Silt Silt Sandy Silt Silly Sand/Sand ........... Silt Sandy Silt Silt clayey Set Silt Sandy Silt Silty clay Clayey Silt Silt Clayey Silt Silt clayey Silt Silt Silty Sond/Sand Silt .__ .. _.i.. .........._ _^....._... Sandy Silt Cemented Sand Silty Sand/Send ..... _. .........i ...............__ ..... Sana Silty Sand/Sand Sand _.............. ..... Sandy Silt Silt Clayey Slit ................. ........... ._...__. Silt - - -- -- Stiff Mna GminM Cemented Sand SDT Soil Behavior Type (Robertson and Campanella 1088) LE=GmWC>m & ASSOC . Contractor :GREGG 0.77 CPT Date : 01:02:97 08:14 Location CPT -1-3831 8 Engineer : B. RIHA ' Site : FOREST CITY MALL Water table ( feet ) 36.00066 Tot. Unit Wt. (avg) : 115 pcf 1.49 0.67 0.15 sand >90 >48 42 UNDEFINED 277.79 DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf) (tsf) C2) (tsf) M deg. N tsf 26.54 0.20 0.77 0.03 silty sand to sandy silt 70-80 >48 8 UNDEFINED 98.08 0.35 0.35 0.08 sand >90 >48 19 UNDEFINED 221.80 1.49 0.67 0.15 sand >90 >48 42 UNDEFINED 277.79 6.67 2.40 0.21 silty sand to sandy silt >90 >48 >50 UNDEFINED 151.71 4.83 3.18 0.26 sandy silt to clayey silt UNDFND UNDFD >50 11.6 111.23 2.34 2.10 0.32 silty sand to sandy silt 80-90 46-48 36 UNDEFINED 106.14 1.21 1.14 0.38 sand to silty sand 80-90 44-46 25 UNDEFINED 105.42 0.69 0.65 0.43 sand 80-90 44-46 20 UNDEFINED 114.33 1.03 0.90 0.49 sand to silty sand 80-90 44-46 27 UNDEFINED 60.85 1.44 2.36 0.55 sandy silt to clayey silt UNDFND UNDFD 23 4.6 63.17 1.44 2.27 0.60 sandy silt to clayey silt UNDFND UNDFD 24 4.8 19.35 0.43 2.22 0.66 clayey silt to silty clay UNDFND UNDFD 9 1.4 26.84 0.74 2.76 0.72 clayey silt to silty clay UNDFND UNDFD 13 2.0 60.58 1.64 2.71 0.77 sandy silt to Clayey silt UNDFND UNDFD 23 4.6 106.88 2.41 2.25 0.83 silty sand to sandy silt 70-80 42-44 34 UNDEFINED 67.70 1.79 2.65 0.89 sandy silt to clayey silt UNDFND UNDFD 26 5.1 32.49 1.30 4.00 0.94 clayey silt to silty clay UNDFND UNDFD 16 2.4 57.62 1.83 3.18 1.00 sandy silt to clayey silt UNDFND UNDFD 22 4.3 84.86 2.22 2.61 1.06 sandy silt to clayey silt UNDFND UNDFD 33 6.4 82.27 2.25 2.73 1.11 sandy silt to clayey silt UNDFND UNDFD 32 6.2 89.67 2.75 3.07 1.17 sandy silt to clayey silt UNDFND UNDFD 34 6.8 20.61 0.53 2.55 1.24 clayey silt to silty clay UNDFND UNDFD 10 1.4 37.22 1.27 3.41 1.29 clayey silt to silty clay UNDFND UNDFD 18 2.7 96.71 1.70 1.76 1.35 silty sand to sandy silt 60-70 38-40 31 UNDEFINED 54.49 1.16 2.14 1.41 sandy silt to clayey silt UNDFND UNDFD 21 4.0 27.62 0.66 2.39 1.47 _ sandy silt to clayey silt UNDFND UNDFD 11 2.0 23.39 0.45 1.94 1.53 sandy silt to clayey silt UNDFND UNDFD 9 1.6 24.31 0.56 2.32 1.58 sandy silt to clayey silt UNDFND UNDFD 9 1.7 80.73 2.42 2.99 1.64 sandy silt to clayey silt UNDFND UNDFD 31 6.0 155.69 4.24 2.72 1.70 silty sand to sandy silt 70-80 40-42 50 UNDEFINED 264.34 7.31 2.77 1.75 silty sand to sandy silt 80-90 42-44 >50 UNDEFINED 340.41 8.35 2.45 1.81 silty sand to sandy silt >90 42-44 >50 UNDEFINED 342.07 5.54 1.62 1.87 sand to silty sand >90 42-44 >50 UNDEFINED 332.85 4.92 1.48 1.92 sand >90 42-44 >50 UNDEFINED 280.78 3.61 1.28 1.98 sand 80-90 42-44 >50 UNDEFINED 234.71 2.54 1.08 2.04 sand 80-90 40-42 45 UNDEFINED 277.84 2.70 0.97 2.08 sand 80-90 42-44 >50 UNDEFINED 231.07 3.60 1.56 2.11 sand to silty sand 70-80 40-42 >50 UNDEFINED 206.44 1.47 0.71 2.13 sand 70-80 40-42 40 UNDEFINED 157.25 1.78 1.13 2.16 sand to silty sand 60-70 38-40 38 UNDEFINED Or - All sands (JamiOLkowski at al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) **** , 1 ' LE=GHZ`ON & ASSOC . = Contractor :GREGG Location CPT -1-3831 Page No. 2 DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (L) (tsf) M deg. N tsf 41 60.44 1.86 3.08 2.18 sandy silt to clayey silt UNDFND UNDFD 23 4.4 42 67.58 1.89 2.80 2.21 sandy silt to clayey silt UNDFND UNDFD 26 5.0 71.34 2.26 3.17 2.24 sandy silt to clayey silt UNDFND UNDFD 27 5.3 '43 44 122.25 4.55 3.72 2.27 sandy silt to clayey silt UNDFND UNDFD 47 9.2 45 105.65 3.14 2.97 2.29 sandy silt to clayey silt UNDFND UNDFD 40 7.9 46 65.23 2.06 3.16 2.32 sandy silt to clayey silt UNDFND UNDFD 25 4.8 47 77.20 2.74 3.55 2.35 sandy silt to clayey silt UNDFND UNDFD 30 5.7 48 144.31 5.72 3.96 2.37 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 49 274.91 8.44 3.07 2.40 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 50 157.62 6.93 4.40 2.43 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED ' Dr - All sands (Jamiolkowski at al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 (*) overconsolidated or cemented ' **** Note: For interpretation the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** purposes EGG LIiJIGH1,O1V Site : EOPEST CITY MALL Engineer f3RIH/-1 -- l Location : CPT -2-3837 Date : 01:02:97 08:50 Ot (tsf) 0 -0. -5. -10. Y t d� Q o 25. -30. -35. -40. -45. -50. Max. Depth: 50.03 (ft) Depot Inc.: 0.164 (ft) Fs (tsf) 500 0 10 U (psi) 0 35 Rf (%) SBT 0.0 5.0 0 12 TM silt Sandy Silt ........ Silty Sand/Sand Silt Sand Silt Silty Sond/Sand Sandy Silt Silty Sand/Send Send Silty Sand/Send Clayey Silt Silt Clayey Silt Sill ........ Silty Clay sat Sandy Silt Silt Clayey sat Sandy Sill --" Silty Sand/Sand Silt Silty Sand/Sand Sand Silty Sand/Send Sandy Silt Sand Silty Sand/Sand Sand Silty Sond/Sand Silty Clay Cenwnled Send Stiff Fyne Grained Cemented Sand Silty Snnd/Sand SAT. Soil Behavior Type (Robertson and Campanella 1[988) Q Fetimated Phreatic Surface m = = m m m m = = = m = = m m m r m m LE=GHZ'ON S& ASSOC r - Dr - ALL sands (Jamiolkowski at al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** Contractor :GREGG Location CPT -2-3837 Site : FOREST CITY MALL Tot. Unit Wt. (avg) : 115 pcf CPT Date : 01:02:97 Engineer : B. RIHA Water table ( feet ) 08:50 36.00066 DEPTH ac (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) M (tsf) M deg. N tsf 16.74 0.24 1.42 0.03 sandy silt to clayey silt UNDFND UNDFD 6 1.2 '1 2 81.10 2.47 3.05 0.08 sandy silt to clayey silt UNDFND UNDFD 31 6.2 3 125.92 3.91 3.10 0.15 sandy silt to clayey silt UNDFND UNDFD 48 9.6 4 110.16 2.01 1.82 0.21 silty sand to sandy silt >90 46-48 35 UNDEFINED 5 83.84 1.13 1.35 0.26 sand to silty sand 80-90 44-46 20 UNDEFINED 6 67.07 1.42 2.11 0.32 silty sand to sandy silt 70-80 44-46 21 UNDEFINED 7 71.74 1.53 2.13 0.38 silty sand to sandy silt 70-80 42-44 23 UNDEFINED 8 74.87 0.83 1.10 0.43 sand to silty sand 70-80 42-44 18 UNDEFINED 9 124.38 1.80 1.45 0.49 sand to silty sand BD -90 44-46 30 UNDEFINED 10 192.53 2.82 1.46 0.55 sand to silty sand >90 46-48 46 UNDEFINED 11 206.06 3.16 1.53 0.60 sand to silty sand >90 46-48 49 UNDEFINED 12 176.81 2.45 1.39 0.66 sand to silty sand 80-90 44-46 42 UNDEFINED 13 149.33 1.29 0.86 0.72 sand 80-90 44-46 29 UNDEFINED 14 84.70 0.70 0.82 0.77 sand to silty sand 60-70 40-42 20 UNDEFINED 15 12.23 0.23 1.87 0.83 clayey silt to silty clay UNDFND UNDFD 6 .8 16 9.26 0.06 0.68 0.89 clayey silt to silty clay UNDFND UNDFD 4 .6 17 14.59 0.24 1.67 0.94 sandy silt to clayey silt UNDFND UNDFD 6 1.0 43.67 1.01 2.30 1.00 sandy silt to clayey silt UNDFND UNDFD 17 3.2 '18 19 46.24 1.33 2.87 1.06 sandy silt to clayey silt UNDFND UNDFD 18 3.4 20 22.11 0.78 3.51 1.11 clayey silt to silty clay UNDFND UNDFD 11 1.6 21 14.55 0.55 3.81 1.17 silty clay to clay UNDFND UNDFD 9 1.0 22 11.28 0.29 2.54 1.24 clayey silt to silty clay UNDFND UNDFD 5 .7 23 42.82 0.47 1.11 1.29 silty sand to sandy silt <40 34-36 14 UNDEFINED 24 38.67 0.45 1.16 1.35 silty sand to sandy silt <40 34-36 12 UNDEFINED 31.19 0.89 2.85 1.41 clayey silt to silty clay UNDFND UNDFD 15 2.2 '25 26 33.87 1.23 3.63 1.47 clayey silt to silty clay UNDFND UNDFD 16 2.4 27 34.74 1.20 3.45 1.53 clayey silt to silty clay UNDFND UNDFD 17 2.5 28 12.71 0.30 2.35 1.58 clayey silt to silty clay UNDFND UNDFD 6 .8 29 27.60 0.54. 1.97 1.64 sandy silt to clayey silt UNDFND UNDFD 11 1.9 30 156.07 2.51 1.61 1.70 sand to silty sand 70-80 40-42 37 UNDEFINED 31 100.39 3.03 3.02 1.75 sandy silt to clayey silt UNDFND UNDFD 38 7.5 275.77 4.79 1.74 1.81 sand to silty sand 80-90 42-44 >50 UNDEFINED '32 33 329.39 5.79 1.76 1.87 sand to silty sand >90 42-44 >50 UNDEFINED 34 284.73 5.63 1.98 1.92 sand to silty sand 80-90 42-44 >50 UNDEFINED 236.68 _ _ 2.58 1.09 1.98 sand 80-90 40-42 45 UNDEFINED '35 36 239.65 3.53 1.47 2.04 sand to silty sand 80-90 40-42 >50 UNDEFINED 37 340.83 4.63 1.36 2.08 sand >90 42-44 >50 UNDEFINED 38 224.33 1.76 0.78 2.11 sand 70-80 40-42 43 UNDEFINED 39 184.80 1.36 0.73 2.13 sand 70-80 40-42 35 UNDEFINED 40 91.02 2.14 2.35 2.16 silty sand to sandy silt 50-60 36-38 29 UNDEFINED r - Dr - ALL sands (Jamiolkowski at al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** Contractor :GREGG LE Z GHTON & AS S OC . Location CPT -2-3837---- Page No. 2 ' DEPTH Qc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (R) (tsf) (y.) deg. N tsf ' 41 208.63 2.49 1.19 2.18 sand 70-80 40-42 40 UNDEFINED ' 42 265.03 4.37 1.65 2.21 sand to silty sand 80-90 40-42 >50 UNDEFINED 43 404.48 5.10 1.26 2.24 sand >90 42-44 >50 UNDEFINED 44 337.07 4.25 1.26 2.27 sand 80-90 42-44 >50 UNDEFINED ' 45 63.73 2.82 4.43 2.29 clayey silt to silty clay UNDFND UNDFD 31 4.7 46 281.15 9.00 3.20 2:32 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 47 140.87 6.47 4.59 2.35 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 48 295.51 11.25 3.81 2.37 send to clayey sand (*) UNDFND UNDFD >50 UNDEFINED ' 49 452.74 9.52 2.10 2.40 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 50 486.09 9.68 1.99 2.43 sand to si Lty sand >90 44-46 >50 UNDEFINED . Or - ALL sands (Jamiolkowski at aL. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE shou Ld be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) 1 M M M i M M M M M M M M M M M M M M M GREGGr= �TL�T!'HTON Stte� FOREST CITY MALL Engineer 2: RIHA LLLVf lA 1V Location CRT -3=3824 --- Date : 01-02:97 09:37 — Qt (tsf) Fs (tsf) U (psi) RIF (%) SBT 0 500 0 10 0 35 0.0 5.0 0 12 w -5. -10. -15. -20 1� Q o -25. -30. -35. -45.' -50. Max. Depth: 50.03 (ft) Depth Inc.: 0.164 (ft) Silty Clay Silt Sandy Silt Silt Sandy Sill Silt Silty Sand/sand Sand Clayey Silt Silt Clayey Silt Silt Clayey Silt Silt �........... Clayey Silt Slit Cfayey Silt Silt Clayey Silt Silty Clay Clayey Silt Sandy Silt Sand - Silty Sand/Sand Sand Silty Sand/Sand Sandy Silt Stiff Fine Grained Silt Clayey Silt Silt Clayey Silt _. Stiff Fine Grained Cemented Sand Stiff Fine Grained flwvev Sia SBT: Soil Behavior Type (Robertson and Campanella 1080) LM X 4M3K 'ON a AS SOC . 1 Contractor :GREGG CPT Date : 01:02:97 09:37 ' Location CPT -3-3824 Engineer : B. RIHA Site : FOREST CITY MALL Water table ( feet ) 36.00066 Tot. unit Wt. (avg) : 115 pcf DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) M (tsf) M deg. N tsf 14.70 0.18 1.19 0.03 sandy silt to clayey silt UNDFND UNDFD 6 1.1 89.05 3.73 4.19 0.08 clayey silt to silty clay UNDFND UNDFD 43 6.8 188.72 4.99 2.64 0.15 silty sand to sandy silt >90 >48 >50 UNDEFINED 158.67 4.36 2.75 0.21 silty sand to sandy silt >90 >48 >50 UNDEFINED 142.21 4.27 3.00 0.26 sandy silt to clayey silt UNDFND UNDFD >50 10.9 151.45 4.50 2.97 0.32 silty sand to sandy silt >90 46-48 48 UNDEFINED 118.67 3.18 2.68 0.38 silty sand to sandy silt 80-90 44-46 38 UNDEFINED 86.72 2.94 3.39 0.43 sandy silt to clayey silt UNDFND UNDFD 33 6.6 126.27 2.27 1.60 0.49 silty sand to sandy silt 80-90 44-46 40 UNDEFINED 138.69 1.78 1.29 0.55 sand to silty sand 80-90 44-46 33 UNDEFINED 157.14 1.36 0.87 0.60 sand 80-90 44-46 30 UNDEFINED 151.23 1.19 0.79 0.66 sand 80-90 44-46 29 UNDEFINED 139.55 0.88 0.63 0.72 sand 80-90 42-44 27 UNDEFINED 159.89 1.25 0.78 0.77 sand 80-90 44-46 31 UNDEFINED 197.83 1.43 0.72 0.83 sand 80-90 44-46 38 UNDEFINED 90.10 0.77 0.85 0.89 sand to silty sand 60-70 40-42 22 UNDEFINED 17.93 0.37 2.04 0.94 sandy silt to clayey silt UNDFND UNDFD 7 1.3 32.96 0.94 2.85 1.00 sandy silt to clayey silt UNDFND UNDFD 13 2.4 37.44 0.93 2.48 1.06 sandy silt to clayey silt UNDFND UNDFD 14 2.7 19.92 0.31 1.54 1.11 sandy silt to clayey silt UNDFND UNDFD 8 1.4 19.01 0.47 2.50 1.17 clayey silt to silty clay UNDFND UNDFD 9 1.3 10.77 0.16 1.53 1.24 clayey silt to silty clay UNDFND UNDFD 5 .7 15.98 0.46 2.90 1.29 clayey silt to silty clay UNDFND UNDFD 8 1.1 12.34 0.22 1.77 1.35 clayey silt to silty clay UNDFND UNDFD 6 .8 33.37 1.02 3.06 1.41 clayey silt to silty clay UNDFND UNDFD 16 2.4 36.98 1.14 3.08 1.47 clayey silt to silty clay UNDFND UNDFD 18 2.7 35.38 0.77 2.18 1.53 sandy silt to clayey silt UNDFND UNDFD 14 2.6 19.35 0.54 2.81 1.58 clayey silt to silty clay UNDFND UNDFD 9 1.3 52.62 1.44 2.74 1.64 sandy silt to clayey silt UNDFND UNDFD 20 3.9 49.06 1.36 2.77 1.70 sandy silt to clayey si Lt UNDFND UNDFD 19 3.6 26.10 0.92 3.51 1.75 clayey silt to silty clay UNDFND UNDFD 13 1.8 11.53 0.24 2.07 1.81 clayey silt to silty clay UNDFND UNDFD 6 .7 95.82 1.10 1.15 1.87 sand to silty sand 50-60 36-38 23 UNDEFINED 310.56 3.94 1.27 1.92 sand 80-90 42-44 >50 UNDEFINED 316.81 4.09 1.29 1.98 sand 80-90 42-44 >50 UNDEFINED 282.13 3.68 1.30 2.04 sand 80-90 42-44 >50 UNDEFINED 297.02 3.22 1.09 2.08 sand 80-90 42-44 >50 UNDEFINED 218.88 3.56 1.63 2.11 sand to silty sand 70-80 40-42 >50 UNDEFINED 49.97 1.37 2.74 2.13 sandy silt to clayey silt UNDFND UNDFD 19 3.6 82.47 3.61 4.38 2.16 clayey silt to silty clay UNDFND UNDFD 39 6.1 Dr - All sands (Uamiolkowski et al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 1 1 1 I 1 1 1 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) **** ' 1 ' LE I GHTON Se AS SOC . ' Contractor :GREGG -- Location CPT -3-3824_-------- Page No. 2 DEPTH Qc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf) (tsf) (2) (tsf) (7.) deg. N tsf 41 150.58 5.07 3.36 2.18 sandy silt to clayey silt UNDFND UNDFD >50 11.4 42 50.42 1.71 3.38 2.21 clayey silt to silty clay UNDFND UNDFD 24 3.6 '43 44 35.84 68.65 0.80 2.63 2.22 3.83 2.24 2.27 sandy silt to clayey clayey silt to silty silt clay UNDFND UNDFND UNDFD UNDFD 14 33 2.5 5.0 45 265.52 10.71 4.03 2.29 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 46 369.20 11.56 3.13 2.32 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 1 47 365.74 12.40 3.39 2.35 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 48 348.79 11.63 3.33 2.37 sand to clayey sand(*) UNDFND UNDFD >50 UNDEFINED 49 143.58 5.91 4.12 2.40 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 50 55.37 2.02 3.65 2.43 clayey silt to silty clay UNDFND UNDFD 27 4.0 ' Dr - ALL sands Wamiolkowski et aL. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 (*) overconsoLidated or cemented '**** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 I 1 1 1 1 LEIGHTON ON L Site FOREST CITY MALL-- Engineer : B RI -- —I Location C-4-3839 Date 7 1 01:02:9 10:16 J Ot (tsf) 0 -0. -5. -10. v -20. L 1� Q o -25. -30. -35. -40. -45. -50. Max. Depth: 50.03 (ft) Depth hs.: 0.164 (fl) Fs (tsf) U (psi) Rf (%) SBT 500 0 10 0 35 0.0 5.0 0 lc clay Clayey Silt Sandy Silt Silt Silty Sand/Sand Sandy Silt Silty Clay Clayey Silt Silty Clay Clayey Sill Silty Clay Clayey Silt Silty Clay Silt Clayey Silt Silty Clay CL yey Sill Clay Silty Clay --- Silt Clay Sandy Silt Cemented Sand Sandy Silt Silly Sand/Sand Sandy Silt Sand Sandy Silt Silt Clayey Silt Silty Clay Clayey Silt Stiff Finn Gndned Clayey Silt Silt Stiff Flne Gamna] Cemented Sand SIM.. Soil Behavior Type (Robertson and Campanella 1988) M M M M M M M M M M M M M ILE = GHTOId & AS SOC . I Dr - All sands (Jamiolkowski et al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) **** 1 Contractor :GREGG CPT Date : 01:02:97 10:16 ' Location C-4-3839 Engineer : B. RIHA .4 Site : FOREST CITY MALL Water table ( feet ) 36.00066 4.48 Tot. Unit Wt. (avg) : 115 pcf UNDFND UNDID 13 1.0 3 10.32 0.28 DEPTH Oc (avg) Is (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su ■ (feet) (tsf) (tsf) M (tsf) M deg. N tsf I Dr - All sands (Jamiolkowski et al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) **** 1 1 5.81 0.10 1.69 0.03 silty clay to clay UNDFND UNDID 4 .4 ' 2 13.10 0.59 4.48 0.08 clay UNDFND UNDID 13 1.0 3 10.32 0.28 2.67 0.15 silty clay to clay UNDFND UNDID 7 .7 4 14.37 0.45 3.16 0.21 silty clay to clay UNDFND UNDID 9 1.0 5 58.93 2.15 3.65 0.26 clayey silt to silty clay UNDFND UNDID 28 4.5 6 101.07 1.70 1.68 0.32 silty sand to sandy silt 80-90 44-46 32 UNDEFINED 7 68.43 1.47 2.15 0.38 silty sand to sandy silt 60-70 42-44 22 UNDEFINED 8 83.95 1.34 1.60 0.43 silty sand to sandy silt. 70-80 42-44 27 UNDEFINED 9 74.21 1.49 2.01 0.49 silty sand to sandy silt 60-70 42-44 24 UNDEFINED 10 22.57 0.87 3.84 0.55 silty clay to clay UNDFND UNDID 14 1.6 16.83 0.50 2.99 0.60 clayey silt to silty clay UNDFND UNDID 8 1.2 '11 12 13.13 0.37 2.81 0.66 clayey silt to silty clay UNDFND UNDID 6 .9 13 22.20 0.79 3.56 0.72 clayey silt to silty clay UNDFND UNDID 11 1.6 14 35.89 1.10 3.06 0.77 clayey silt to silty clay UNDFND UNDID 17 2.7 22.45 0.80 3.55 0.83 clayey silt to silty clay UNDFND UNDID 11 1.6 '15 16 15.57 0.44 2.84 0.89 clayey si Lt to silty clay UNDFND UNDID 7 1.1 17 11.89 0.25 2.10 0.94 clayey silt to silty clay UNDFND UNDID 6 .8 14.01 0.50 3.59 1.00 silty clay to clay UNDFND UNDID 9 1.0 '18 19 55.51 1.63 2.93 1.06 sandy silt to clayey silt UNDFND UNDID 21 4.1 20 24.23 0.79 3.25 1.11 clayey silt to silty clay UNDFND UNDID 12 1.7 21 8.61 0.22 2.60 1.17 silty clay to clay UNDFND UNDID 5 .5 '22 11.86 0.30 2.49 1.24 clayey silt to silty clay UNDFND UNDID 6 .8 23 17.63 0.46 2.62 1.29 clayey silt to silty clay UNDFND UNDID 8 1.2 24 39.36 1.10 2.79 1.35 sandy silt to clayey silt UNDFND UNDID 15 2.9 25 23.27 0.74 3.18 1.41 clayey silt to silty clay UNDFND UNDID 11 1.6 26 65.31 1.46 2.24 1.47 silty sand to sandy silt 40-50 36-38 21 UNDEFINED 27 15.95 0.45 2.81 1.53 clayey silt to silty clay UNDFND UNDID 8 1.1 10.52 0.20 1.92 1.58 clayey silt to silty clay UNDFND UNDID 5 .6 '28 29 39.95 1.64 4.10 1.64 clayey silt to silty clay UNDFND UNDID 19 2.9 30 90.21 3.54 3.92 1.70 clayey silt to silty clay UNDFND UNDID 43 6.8 31 81.56 3.57 4.37 1.75 clayey silt to silty clay UNDFND UNDID 39 6.1 167.48 5.03 3.01 1.81 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED '32 33 296.47 9.06 3.05 1.87 sand to clayey sand (*) UNDFND UNDID >50 UNDEFINED 34 310.52 7.00 2.26 1.92 sand to silty sand 80-90 42-44 >50 UNDEFINED 35 320.69 5.99 1.87 1.98 sand to si Lty sand >90 42-44 >50 UNDEFINED 36 178.05 5.01 2.81 2.04 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED 37 179.85 1.76 0.98 2.08 sand 70-80 40-42 34 UNDEFINED 38 198.88 4.39 2.21 2.11 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED 39 48.95 1.25 2.55 2.13 sandy silt to clayey silt UNDFND UNDID 19 3.5 40 71.83 3.11 4.33 2.16 clayey silt to silty clay UNDFND UNDID 34 5.3 I Dr - All sands (Jamiolkowski et al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) **** 1 LE = GHTON Sc AS S OC � t Contractor :GREGG Location C-4-3839 Page No. 2 DEPTH (feet) Oc (avg) (tsf) Fs (avg) (tsf) Rf (avg) (X) SIGV' (tsf) SOIL BEHAVIOUR TYPE Eq - Dr M PHI deg. SPT N Su tsf ' 41 156.43 4.57 2.92 2.18 silty sand to sandy silt 6D-70 38-40 50 UNDEFINED ' 42 45.46 1.63 3.59 2.21 clayey silt to silty clay UNDFND UNDFD 22 3.3 43 45.66 1.92 4.21 2.24 clayey silt to silty clay UNDFND UNDFD 22 3.3 44 54.20 2.40 4.43 2.27 silty clay to clay UNDFND UNDFD 35 3.9 , 45 54.51 2.12 3.90 2.29 clayey silt to silty clay UNDFND UNDFD 26 3.9 46 58.72 2.93 4.98 2.32 silty Clay to clay UNDFND UNDFD 37 4.3 47 39.96 1.12 2.81 2.35 'sandy silt to clayey silt UNDFND UNDFD 15 2.8 48 49.56 2.06 4.16 2.37 clayey silt to silty clay UNDFND UNDFD 24 3.6 ' 49 323.91 11.10 3.43 2.40 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 50 377.62 10.28 2.72 2.43 sand to clayey sand (+) UNDFND UNDFD >50 UNDEFINED Dr - ALL sands (Jamio(kwski at aL. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 ' (*) overconsolidated or cemented **** Note: for interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) 1 m= m m m= m m m=== s=== m ■ iREGG Ot (tsf) Fs (tsf) U (psi) RF (Y) SBT 0 500 0 15 0 35 0 10 0 12 -5. -10. -15. L Q -30. -35. -45. -50._ \tan Depth: 60.03 (ft) Depth Inc.; 0.104 (ft) Silt Sand Silty Sand/Sand Sandy Silt Silty Snnd/Snnd Sand Silt Clayey Silt Sill Silty Send/Snnd Smldy Silt �:. Clayey Silt Sandy Silt Silty Send/Sand Sand Silty Sand/Sand : - Sandy Sill Sand Silty Snnd/Sand Silt ;..._.... Sandy Silt silt j. Sandy Silt ._ ........_._ Silt Clayey Silt Silty Snnd/Snnd Silt LE = GHTON & AS S OC Contractor Location :GREGG CPT -5-3830 CPT Date : 01:21:97 Engineer : B. RIHA 11:18 ' Site : FOREST CITY MALL Water table ( feet ) 36.00066 Tot. Unit Wt. (avg) : 115 pcf 46.86 0.38 0.81 0.08 silty sand to sandy silt 80-90 DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (8) (tsf) M deg. N tsf 15.44 0.29 1.90 0.03 clayey silt to silty clay UNDFND UNDFD 7 1.1 46.86 0.38 0.81 0.08 silty sand to sandy silt 80-90 >48 15 UNDEFINED 132.83 0.75 0.57 0.15 sand >90 >48 25 UNDEFINED 152.90 1.37 0.90 0.21 sand >90 >48 29 UNDEFINED 156.35 1.% 1.25 0.26 sand to si Lty sand >90 >48 37 UNDEFINED 179.89 3.65 2.03 0.32 silty sand to sandy silt >90 >48 >50 UNDEFINED 199.44 5.78 2.90 0.38 silty sand to sandy silt >90 46-48 >50 UNDEFINED 161.20 4.79 2.97 0.43 silty sand to sandy silt >90 46-48 >50 UNDEFINED 152.13 2.92 1.92 0.49 silty sand to sandy silt 80-90 44-46 49 UNDEFINED 186.87 2.49 1.33 0.55 sand to silty sand >90 46-48 45 UNDEFINED 191.77 3.00 1.57 0.60 sand to silty sand >90 44-46 46 UNDEFINED 181.73 1.63 0.90 0.66 sand 80-90 44-46 35 UNDEFINED 181.18 1.21 0.67 0.72 sand 8D-90 44-46 35 UNDEFINED 133.02 1.03 0.78 0.77 sand 70-80 42-44 25 UNDEFINED 37.67 0.86 2.29 0.83 sandy silt to clayey silt UNDFND UNDFD 14 2.8 29.08 0.87 3.00 0.89 clayey silt to silty clay UNDFND UNDFD 14 2.1 74.04 1.33 1.79 0.94 silty sand to sandy silt 50-60 38-40 24 UNDEFINED 96.56 1.78 1.85 1.00 silty sand to sandy silt 60-70 40-42 31 UNDEFINED 63.55 1.99 3.13 1.06 sandy silt to clayey silt UNDFND UNDFD 24 4.8 100.95 2.33 2.30 1.11 silty sand to sandy silt 60-70 40-42 32 UNDEFINED 114.62 2.70 2.35 1.17 silty sand to sandy silt 60-70 40-42 37 UNDEFINED %.62 2.67 2.76 1.24 sandy silt to clayey silt UNDFND UNDFD 37 7.3 128.48 2.50 1.95 1.29 silty sand to sandy silt 70-80 40-42 41 UNDEFINED 158.52 3.24 2.04 1.35 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED 173.52 2.62 1.51 1.41 sand to silty sand 70-80 40-42 42 UNDEFINED 140.48 2.00 1.42 1.47 sand to silty sand 70-80 40-42 34 UNDEFINED 207.47 2.15 1.03 1.53 sand 80-90 42-44 40 UNDEFINED 207.62 1.73 0.83 1.58 sand 80-90 42-44 40 UNDEFINED 138.61 1.03 0.74 1.64 sand 60-70 40.42 27 UNDEFINED 60.07 0.98 1.63 1.70 silty sand to sandy silt 40-50 34-36 19 UNDEFINED 180.25 1.40 0.78 1.75 sand 70-80 40-42 35 UNDEFINED 213.23 3.99 1.87 1.81 sand to silty sand 70-80 40-42 >50 UNDEFINED 366.32 5.53 1.51 1.87 sand >90 42-44 >50 UNDEFINED 120.09 1.99 1.66 1.92 sand to silty sand 60-70 38-40 29 UNDEFINED 54.38 0.75 1.37 1.98 silty sand to sandy silt <40 34-36 17 UNDEFINED 65.97 1.42 2.16 2.04 silty sand to sandy silt 40-50 34-36 21 UNDEFINED 53.42 1.12 2.09 2.08 sandy silt to clayey silt UNDFND UNDFD 20 3.9 166.23 4.75 2.86 2.11 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 197.35 4.53 2.29 2.13 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED 77.20 2.38 3.09 2.16 sandy silt to clayey silt UNDFND UNDFD 30 5.7 I Dr - All sands (Jamiolkouski et al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) "" 1 1 ' LE=GHZ`ON Sc ASSOC ' Contractor :GREGG Location CPT -5-3830 Page No. 2 DEPTH Oc (avg) Is (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf) (tsf) M (tsf) M deg. N tsf r41 52.30 1.39 2.66 2.18 sandy silt to clayey silt UNDFND UNDID 20 3.8 42 55.07 1.87 3.40 2.21 clayey silt to silty clay UNDFND UNDID 26 4.0 43 112.68 3.49 3.10 2.24 sandy silt to clayey silt UNDFND UNDID 43 8.4 44 284.71 3.50 1.23 2.27 sand 80-90 40-42 >50 UNDEFINED 45 120.62 4.40 3.65 2.29 sandy silt to clayey silt UNDFND UNDID 46 9.0 46 74.12 2.54 3.43 2.32 sandy silt to clayey silt UNDFND UNDID 28 5.5 47 111.89 2.17 1.93 2.35 silty sand to sandy silt 50-60 36-38 36 UNDEFINED 48 199.25 5.72 2.87 2.37 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED 49 248.45 5.19 2.09 2.40 sand to silty sand 80-90 40-42 >50 UNDEFINED 50 91.01 4.90 5.39 2.43 very stiff fine grained (*) UNDFND-UNDID >50 UNDEFINED Or - ALL sands (Jamiolkowski et aL. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTR1 (v 3.02) **** 1 1 1 GREGG Site : FOPESF CITY NALL Engineer : B. PIHn Ot (toy) O —O. —5. —1O. —15. � + —20 � + � m o —25. —3O. —35. Z Us —45. FS /tof\ 500 0 15 U (psi) O 35 Rf SBT O 10 O 12 Silty any a.ye' Slit Silt, Sam/S.m silt myey Silt slit &,niy Slit Sandy Silt Silty S.'Alsam S.rnt, Silt silty snm/sn� aa,�y Silt slit Snndy Slit Sandy Silt m.,ey Slit siini sn'0y slit Slit, SamlSn'A Se�dy Slit Sandy Silt —5O.O Max.Depth: 50.20 Vs> S8r Soil Behavior rmu(Robertson and Campanella 1988) Depth /o^:o./o4 (h) I LE = GHTON & AS S OC Contractor Location :GREGG CPT -6 -ADD CPT Date : Engineer : 01:21:97 12:49 B. RIHA Site : FOREST CITY MALL Water table ( feet ) 36.00066 Tot. Unit Wt. (avg) : 115 pcf 4 .5 - -- ----- ----------------------- 27.91 DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su M(feet) (tsf) (tsf) (y.) (tsf) (2) deg. N tsf A Dr - ALL sands (JamioLkowski at al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 6.96 0.16 2.32 0.03 silty clay to clay UNDFND UNDFD 4 .5 '1 2 27.91 0.17 0.61 0.08 silty sand to sandy silt 60-70 46-48 9 UNDEFINED 3 123.94 0.56 0.46 0.15 sand >90 >48 24 UNDEFINED 4 159.66 1.74 1.09 0.21 sand >90 >48 31 UNDEFINED 5 127.27 2.03 1.60 0.26 sand to silty sand >90 46-48 30 UNDEFINED 1 6 79.48 3.07 3.86 0.32 clayey silt to silty clay UNDFND UNDFD 38 6.0 7 78.85 2.01 2.54 0.38 sandy silt to clayey silt UNDFND UNDFD 30 6.0 8 - 59.67 1.84 3.09 0.43 sandy silt to clayey silt UNDFND UNDFD 23 4.5 9 72.78 1.66 2.28 0.49 silty sand to sandy silt 60-70 42-44 23 UNDEFINED 10 103.74 1.48 1.43 0.55 sand to silty sand 70-80 42-44 25 UNDEFINED 11 144.34 1.40 0.97 0.60 sand 80-90 44-46 28 UNDEFINED '12 177.42 1.34 0.76 0.66 sand 80-90 44-46 34 UNDEFINED 13 185.81 1.39 0.75 0.72 sand 80-90 44-46 36 UNDEFINED 14 156.28 1.54 0.98 0.77 sand 80-90 44-46 30 UNDEFINED 107.47 2.22 2.07 0.83 silty sand to sandy silt 70-80 42-44 34 UNDEFINED '15 16 178.31 3.95 2.22 0.89 silty sand to sandy silt 80-90 44-46 >50 UNDEFINED 17 220.11 3.18 1.44 0.94 sand to silty sand >90 44-46 >50 UNDEFINED 18 19 175.04 102.34 1.52 1.61 0.87 1.58 1.00 1.06 sand silty sand to sandy silt 80-90 60-70 42-44 40-42 34 33 UNDEFINED UNDEFINED 20 100.52 1.74 1.73 1.11 silty sand to sandy silt 60-70 40-42 32 UNDEFINED 21 167.04 1.55 0.93 1.17 sand 70-80 42-44 32 UNDEFINED 22 24.07 0.80 3.32 1.24 clayey silt to silty clay UNDFND UNDFD 12 1.7 23 63.26 1.42 2.25 1.29 sandy silt to clayey silt UNDFND UNDFD 24 4.7 24 215.62 3.75 '1.74 1.35 sand to silty sand 80-90 42-44 >50 UNDEFINED 25 257.35 3.73 1.45 1.41 sand to silty sand 80-90 42-44 >50 UNDEFINED 26 256.41 4.34 1.69 1.47 sand to silty sand 80-90 42-44 >50 UNDEFINED 27 255.75 2.64 1.03 1.53 sand 80-90 42-44 49 UNDEFINED 237.45 2.18 0.92 1.58 sand 80-90 42-44 45 UNDEFINED '28 29 .208.94 1.60 0.76 1.64 sand 80-90 42-44 40 UNDEFINED 30 96.08 1.57 1.63 1.70 silty sand to sandy silt 50-60 38-40 31 UNDEFINED 31 115.93 1.30 1.12 1.75 sand to silty sand 60-70 38-40 28 UNDEFINED 103.27 1.58 1.53 1.81 sand to silty sand 50-60 38-40 25 UNDEFINED '32 33 85.57 1.19 1.39 1.87 sand to silty sand 50-60 36-38 20 UNDEFINED 34 43.54 0.% 2.20 1.92 study silt to clayey silt UNDFND UNDFD 17 3.2 27.11 0.57 2.12 1.98 sandy silt to clayey silt UNDFND UNDFD 10 1.9 '35 36 180.05 1.93 1.07 2.04 sand 70-80 40-42 34 UNDEFINED 37 126.83 2.66 2.10 2.08 silty sand to sandy silt 60-70 38-40 40 UNDEFINED 203.09 2.81 1.39 2.11 sand to silty sand 70-80 40-42 49 UNDEFINED '38 39 280.47 3.38 1.21 2.13 sand 80-90 42-44 >50 UNDEFINED 40 251.90 1.91 0.76 2.16 sand 80-90 40-42 48 UNDEFINED A Dr - ALL sands (JamioLkowski at al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** LE = GHTON Se AS SOC _ Contractor :GREGG -- Location CPT-6-ADD ----- Page No. DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (ti) (tsf) W deg. N tsf , 41 227.74 1.99 0.87 2.18 sand 70-80 40-42 44 UNDEFINED 1 42 226.19 1.76 0.78 2.21 sand 70-80 40-42 43 UNDEFINED 43 202.16 1.70 0.84 2.24 send 70-80 40-42 39 UNDEFINED 44 272.78 2.60 0.95 2.27 sand 80-90 40-42 >50 UNDEFINED 1 45 270.52 5.46 2.02 2.29 sand to silty sand 80-90 40-42 >50 UNDEFINED 46 183.04 5.40 2.95 2.32 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 47 193.34 6.68 3.45 2.35 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 48 186.56 5.03 2.70 2.37 silty send to sandy silt 70-80 38-40 >50 UNDEFINED 1 49 231.42 6.91 2.99 2.40 silty sand to sandy silt 70-80 40-42 >50 UNDEFINED 50 237.34 7.29 3.07 2.43 sand to clayey sand (*) UNDFND UNDFD >50 -UNDEFINED . Dr - All sands (UamioLkowski et al. 1985) PHI - Robertson and Campanella 1983 Su: Nk= 13 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 1 1 1 i 1 1 1 m -5. -10. -15. -20. -c CL o -25. -30. -35. -40. -45. -50. Itlax. Depth: 50.03 (ft) Depth Inc.: 0.161 (ft) --- - -- ---- - [7LEIGIJTON & ASSOC. S,te : TEMECULO MALL Engineer R. PIRA Location : CPT -7-3819 Date : 01i30,,97 00:31 Qt tsf Fs tsf U psi Rf % SBT 0 Soo 0 10 0 35 0 10 0 12 SOm Slit CS silt Silt, S.M/Sa.d SF,nb Silt Slit M", Slit Stiff fine Gm11-1 Sony Slit SIM. Soil Behavior Type (Robertson and Campanella 1988) slit My sandy silt Silty S.nd/S&nW S.tki, Silt S.nd SIRS Som ....... Silty Entul/sond slit S—o Silt Silt, S.M/S—d S.mI Gana S toy slit Silt Silt, S—d/Snm S.M Slimy' Silt I III silt clft)ey Silt Slit Sandy Silt sm. Stnd/.%"J Silt Rill, S.WS—] SOm Slit CS silt Silt, S.M/Sa.d SF,nb Silt Slit M", Slit Stiff fine Gm11-1 Sony Slit SIM. Soil Behavior Type (Robertson and Campanella 1988) LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -7-3814 Site : TEMECULA MALL Tot. Unit Wt. (avg) : 115 pc ------------------------ CPT Date 01/30/97 08:34 Geologist B. RIHA Water table ( feet ) 65.6168 1 -----------------------------t DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT (feet) -------------------------------------------------------------------------------------------------------------------- (tsf) (tsf) I%) (tsf) (X) deg. N 1 10.32 0.06 0.55 0.03 sandy silt to clayey silt UNDFND UNDFD 4 2 13.52 0.24 1.78 0.08 clayey silt to silty clay UNDFND UNDFD 6 3 13.82 0.64 4.60 0.15 clay UNDFND UNDFD 13 4 44.67 0.48 1.07 0.21 silty sand to sandy silt 60-70 42-44 14 5 60.24 0.52 0.86 0.26 sand to silty sand 70-80 42-44 14 6 57.93 0.60 1.04 0.32 silty sand to sandy silt 60-70 40-42 18 7 109.36 0.73 0.67 0.38 sand 80-90 44-46 21 8 142.50 0.73 0.51 0.43 sand 80-90 44-46 27 9 122.99 0.88 0.71 0.49 sand . 80-90 42-44 24 10 103.42 0.73 0.71 0.55 sand to silty sand 70-80 40-42 25 11 60.84 0.72 1.18 0.60 silty sand to sandy silt 50-60 38-40 19 12 23.63 0.37 1.59 0.66 sandy silt to clayey silt UNDFND UNDFD 9 13 44.96 0.55 1.23 0.72 silty sand to sandy silt 40-50 34-36 14 14 98.96 0.66 0.66 0.77 sand to silty sand 70-80 38-40 24 15 126.31 1.26 1.00 0.83 sand to silty sand 70-80 40-42 30 16 47.29 0.96 2.02 0.89 sandy silt to clayey silt UNDFND UNDFD 18 17 29.93 0.48 1.59 0.94 sandy silt to clayey silt UNDFND UNDFD 11 18 128.85 0.76 0.59 1.00 sand 70-80 38-40 25 19 64.01 0.79 1.23 1.06 silty sand to sandy silt 50-60 34-36 20 20 14.73 0.23 1.60 1.11 sandy silt to clayey silt UNDFND UNDFD 6 21 13.82 0.21 1.55 1.17 sandy silt to clayey silt UNDFND UNDFD 5 22 22.74 0.45 1.98 1.24 sandy silt to clayey silt UNDFND UNDFD 9 23 59.58 1.01 1.69 1.29 silty sand to sandy silt 40-50 32-34 19 24 84.06 1.13 1.34 1.35 sand to silty sand 50-60 34-36 20 25 40.49 1.12 2.75 1.41 sandy silt to clayey silt UNDFND UNDFD 16 26 37.30 1.31 3.51 1.47 clayey silt to silty clay UNDFND UNDFD 18 27 38.19 1.14 3.00 1.53 sandy silt to clayey silt UNDFND UNDFD 15 28 182.15 2.52 1.38 1.58 sand to silty sand 70-80 38-40 44 29 233.56 1.76 0.75 1.64 sand 80-90 40-42 45 30 229.14 1.66 0.72 1.70 sand 80.90 38-40 44 31 236.85 1.69 0.71 1.75 sand 80-90 38-40 45 32 286.98 1.97 0.68 1.81 sand 80-90 40-42 >50 33 300.48 2.08 0.69 1.87 sand 80-90 40-42 >50 34 259.96 1.55 0.60 1.92 sand 80-90 38-40 50 35 241.18 1.18 0.49 1.98 sand 80-90 38-40 46 36 237.49 1.28 0.54 2.04 sand 80-90 38-40 45 37 188.09 1.95 1.04 2.09 sand 70-80 36-38 36 38 52.13 1.98 3.80 2.15 clayey silt to silty clay UNDFND UNDFD 25 39 54.11 1.65 3.05 2.21 sandy silt to clayey silt UNDFND UNDFD 21 40 .------------------------------------------ 78.33 2.49 3.19 2.26 sandy silt to clayey silt --_.__--------------.........--------..--____....-- UNDFND UNDFD 30 Dr - All sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 Su ....--.tsf_-. .8 1.0 1.0 'UNDEFINED UNDEFINED_ UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED , UNDEFINED 1.8 ' UNDEFINED UNDEFINED UNDEFINED 3.7 ,2.3 UNDEFINED UNDEFINED , 1.0 1.0 1.7 UNDEFINED UNDEFINED 3.1 2.8 2.9 UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED UNDEFINED , UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED 3.9 4.1 6.0 -------------- 1 "'• Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) . I LEIGHTON 8 ASSOC. ' Contractor :GREGG Location : CPT -7-3814 Page No. 2 ______________________________________________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf) (tsf) M (tsf) (R) deg. N tsf ----------------------------------------------------------------------------------------------------------------------------•--------- 123.49 2.88 2.33 2.32 silty sand to sandy silt 60-70 34-36 39 UNDEFINED '41 42 106.22 1.71 1.61 2.38 silty sand to sandy silt 50-60 32-34 34 UNDEFINED 43 31.06 0.52 1.69 2.44 sandy silt to clayey silt UNDFND UNDFD 12 2.2 44 42.04 0.86 2.04 2.50 sandy silt to clayey silt UNDFND UNDFD 16 3.1 45 37.89 0.82 2.16 2.56 sandy silt to clayey silt UNDFND UNDFD 15 2.8 46 35.15 0.95 2.72 2.62 sandy silt to clayey silt UNDFND UNDFD 13 2.6 47 44.83 1.39 3.10 2.68 _sandy silt to clayey silt UNDFND UNDFD 17 3.3 48 78.18 3.23 4.13 2.73 clayey silt to silty clay UNDFND UNDFD 37 6.0 49 109.82 4.22 3.84 2.79 sandy silt to clayey silt UNDFND UNDFD 42 8.5 50 385.05 2.83 0.73 2.85 gravelly sand to sand >90 38-40 >50 UNDEFINED __________________________________________________________________9_-______--------_-_____________-__._--_________________--_-______ Or All sands (Jamiolkowski et at. 1985) PHI Dur unoglu and Mitchell 1975 Su: Nk- 12.5 '•••• "••• Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) 1 1 1 [uEIGHTON & ASSOC. site : TEMccul rItcILLEngineer :B. PIHA..— - Location -- : CPT -8-3808 Date.: 01 30,,97' 09:2' Ot tsf 0 -0. -5. -10. -15. Fs tsf U psi 500 0 10 0 35 0 -30. -35. ow -45. RIF % SBT 10 0 12 na <y sm ney a." silt _.. .. Sandy Silt Silly SnM/SUM Silt Silty Clay M.,,y 6111 Samy 611E s,m Silly SoM/S.aal Sam "' Silty swd/Sem IIII4'tYl Sam Silly Sem/Seal nmy sill IIN���1........... silt lNt... SOMr.Silt silt, SeM ^xM emaliy Som seed .- cm.�dlr sn,d [ i seM silt Silly S."/Sand ( sill i 0e1er Silt �......_... It 6o,dy Silt Silty SRWServl 0fillf3 Sam Silly SeM/S.al qq GMS lir and 119 Sad t Max. Depth: 50.03 (ft) SBT: Soil Behavior Type (Robertson and Campanella 1908) Depth file.: 0.164 (ft) LEIGHTON 8 ASSOC. ' Contractor :GREGG Location : CPT -8-3808 Site : TEMECULA MALL Tot. Unit Wt. (avg) : 115 pcf ............................... DEPTH Oc (avg) feet) __________________ (tsf) 1 1 [1 1 10.01 11.13 43.02 68.91 77.01 75.09 65.65 82.37 40.13 17.26 15.63 12.83 32.06 131.96 91.87 138.68 110.44 94.76 178.26 175.41 115.79 120.61 57.39 60.49 45.52 18.25 45.42 139.26 332.85 292.76 297.32 225.49 246.07 233.45 133.69 161.85 104.45 169.07 66 08 40 -------119.66 CPT Date 01/30/97 09:23 Geologist B. RIHA Water table ( feet ) 65.6168 Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (tsf) (X) (tsf) (X) deg. N tsf ___________________________________________________ 0.12 1.20 0.03 clayey silt to silty clay UNDFND UNDFD 5 .7 0.25 2.26 0.08 clayey silt to silty clay UNDFND UNDFD 5 .8 1.60 3.72 0.15 clayey silt to silty clay UNDFND UNDFD 21 3.4 1.41 2.04 0.21 silty sand to sandy silt 70-80 44-46 22 UNDEFINED 0.74 0.95 0.26 sand to silty sand 70-80 44-46 18 UNDEFINED 0.70 0.93 0.32 sand to silty sand 70-80 42-44 18 UNDEFINED 0.56 0.85 0.38 sand to silty sand 60-70 40-42 16 UNDEFINED 0.60 0.73 0.43 sand to silty sand 70-80 40-42 20 UNDEFINED 0.70 1.74 0.49 sandy silt to clayey silt UNDFND UNDFD 15 3.1 0.55 3.18 0.55 clayey silt to silty clay UNDFND UNDFD 8 1.3 0.40 2.55 0.60 clayey silt to silty clay UNDFND UNDFD 7 1.2 0.27 2.09 0.66 clayey silt to silty clay UNDFND UNDFD 6 .9 0.61 1.91 0.72 sandy silt to clayey silt UNDFND UNDFD 12 2.5 0.86 0.65 0.77 sand 70-80 40-42 25 UNDEFINED 0.76 0.83 0.83 sand to silty sand 60-70 38-40 22 UNDEFINED 0.46 0.33 0.89 sand 70-80 40-42 27 UNDEFINED 0.30 0.27 0.94 sand 70-80 38-40 21 UNDEFINED 0.41 0.43 1.00 sand 60-70 36-38 18 UNDEFINED 0.81 0.45 1.06 sand 80-90 40-42 34 UNDEFINED 0.88 0.50 1.11 sand 80-90 40-42 34 UNDEFINED 1.16 1.00 1.17 sand to silty sand 60-70 38-40 28 UNDEFINED 0.94 0.78 1.24 sand 60-70 38-40 23 UNDEFINED 0.85 1.47 1.29 silty sand to sandy silt 40-50 32-34 18 UNDEFINED 0.87 1.45 1.35 silty sand to sandy silt 40-50 32-34 19 UNDEFINED 0.59 1.29 1.41 silty sand to sandy silt <40 30-32 15 UNDEFINED 0.20 1.11 1.47 sandy silt to clayey silt UNDFND UNDFD 7 1.3 0.80 1.77 1.53 silty sand to sandy silt <40 30-32 15 UNDEFINED 1.49 1.07 1.58 sand to silty sand 60-70 36-38 33 UNDEFINED 1.66 0.50 1.64 gravelly sand to sand >90 42-44 >50 UNDEFINED 1.51 0.51 1.70 gravelly sand to sand 80-90 40-42 47 UNDEFINED 1.72 0.58 1.75 gravelly sand to sand 80-90 40-42 47 UNDEFINED 0.92 0.41 1.81 sand 80-90 38-40 43 UNDEFINED 1.45 0.59 1.87 sand 80-90 38-40 47 UNDEFINED 1.88 0.81 1.92 sand 80-90 38-40 45 UNDEFINED 1.34 1.01 1.98 sand to silty sand 60-70 34-36 32 UNDEFINED 1.14 0.71 2.04 sand 70-80 36-38 31 UNDEFINED 2.67 2.56 2.09 silty sand to sandy silt 50-60 32-34 33 UNDEFINED 2.61 1.54 2.15 sand to silty sand 70-80 36-38 40 UNDEFINED 2.69 4.07 2.21 clayey silt to silty clay UNDFND UNDFD 32 5.1 4.04 3.38 2.26 _________________________________________________ sandy silt to clayey silt UNDFND UNDFD 46-- -9.3 Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 '**** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** I LEIGHTON & ASSOC. Contractor :GREGG Location : CPT -8-3808 Page No. 2 ' ______________________________________________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su ' (feet) ----•---•------------------------------------------------------------------------------•-----------------------------------------'... (tsf) (tsf) (X) (tsf) (X) deg. N tsf 41 155.82 5.14 3.30 2.32 sandy silt to clayey silt UNDFND UNDFD >50 12.2 42 243.93 4.91 2.01 2.38 sand to silty sand 70-80 38-40 >50 UNDEFINED , 43 355.10 3.87 1.09 2.44 sand >90 40-42 >50 UNDEFINED 44 397.40 4.38 1.10 2.50 sand >90 40-42 >50 UNDEFINED 45 475.30 3.29 0.69 2.56 gravelly sand to sand >90 40-42 >50 UNDEFINED ' 46 481.10 3.42 0.71 2.62 gravelly sand to sand >90 40-42 >50 UNDEFINED 47 426.90 3.30 0.77 2.68 gravelly sand to sand >90 40-42 >50 UNDEFINED 48 391.30 2.84 0.72 2.73 gravelly sand to sand >90 40-42 >50 UNDEFINED 49 412.69 2.43 0.59 2.79 gravelly sand to sand >90 40-42 >50 UNDEFINED ' 50 461.60 2.93 0.64 2.85 gravelly sand to sand >90 40-42 >50 UNDEFINED ______ --- _----- _---- _-------- ____--- _----- ____________________9_______--- _------ _-_ ---- _________--- _--- _---- ___.______..___.. , Or - All sands (Jamiolkowski at at. 1985) PHI Dur unoglu and Mitchell 1975 Su: Nk= 12.5 -- Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) A 1 1 1 1 L J LI = m m m m= m r= m= m m m m m� m 1-GREGG LEIGHTON & ASSOC. Ot tsf 0 500 0 m -5. -10. -15. -30. -35. Im -45. -50._ Max. Depth: 50.03 (ft) Depth Inc.: 0.164 (ft) Site : TEMECULA MALL Engineer : B. PIHA Location : CPT -9-3796 —�— Date : Oli30i97 09:57 Fs tsf U psi Rf % SBT 10 0 35 0 10 0 12 Seltl- m— Slit' Sam/5em Samy Silt Silt Sand' Sill SeM Slily S.,A/Sem myey Silt Slit Silty Sn'A S m SIIL Gle'oy SIIL sill Clayey Sill Silt Sendv Sill silt Clayey Sill Sill Silty SaM/Sand Sand Silly Sa-l/Sand Sa'M Gmwlly SolN Som Gmy ll' SaM SeM silt Snncl, Sia Silty Senl/Sa�N Sem Sa�yv Slll rlexr snt ' sLla Flro fminnl SITZ. Soil Behavior Type (Robertson and Campanella 1066) LEIGHTON & ASSOC. Contractor :GREGG Location : CPT -9-3796 Site : TEMECULA MALL Tot. Unit Wt. (avg) : 115 pcf --------------------------------- DEPTH Gc (avg) (feet) (tsf) Fs (avg) Rf (avg) (tsf) (X) --------------------- CPT Date 01/30/97 09:57 Geologist B. RIHA Water table ( feet ) : 65.6168 SIGV- SOIL BEHAVIOUR TYPE (tsf) ---------------------------------- 8.15 -0.01 -0.12 0.03 undefined 102.31 1.03 1.00 0.08 sand to silty sand 139.42 2.07 1.48 0.15 sand to silty sand 151.17 2.D4 1.35 0.21 sand to silty sand 96.47 1.44 1.49 0.26 sand to silty sand 48.74 0.98 2.01 0.32 sandy silt to clayey silt 40.29 0.82 2.04 0.38 sandy silt to clayey silt 123.76 0.96 0.78 0.43 sand 105.74 0.62 0.59 0.49 sand 103.39 0.80 0.77 0.55 sand to silty sand 78.19 1.45 1.85 0.60 silty sand to sandy silt 69.74 2.63 3.77 0.66 clayey silt to silty clay 125.34 1.94 1.55 0.72 sand to silty sand 47.25 1.04 2.20 0.77 sandy silt to clayey silt 17.40 0.37 2.12 0.83 clayey silt to silty clay 31.23 0.82 2.62 0.89 sandy silt to clayey silt 25.19 0.61 2.41 0.94 sandy silt to clayey silt 13.87 0.24 1.75 1.00 clayey silt to silty clay 51.01 0.94 1.85 1.06 silty sand to sandy silt 51.41 1.19 2.32 1.11 sandy silt to clayey silt 19.35 0.53 2.76 1.17 clayey silt to silty clay 9.49 0.05 0.47 1.24 sandy silt to clayey silt 13.25 0.15 1.16 1.29 sandy silt to clayey silt 81.66 0.56 0.69 1.35 sand to silty sand 101.31 0.84 0.83 1.41 sand to silty sand 192.55 1.33 0.69 1.47 sand 243.05 1.84 0.76 1.53 sand 229.34 3.51 1.53 1.58 sand to silty sand 304.84 1.79 0.59 1.64 gravelly sand to sand 349.13 2.48 0.71 1.70 gravelly sand to sand 339.08 3.08 0.91 1.75 sand 295.83 2.67 0.90 1.81 sand 400.75 2.53 0.63 1.87 gravelLy sand to sand 287.34 1.78 0.62 1.92 sand 167.09 2.90 1.74 1.98 sand to silty sand 54.15 1.00 1.84 2.04 silty sand to sandy silt 149.05 3.19 2.14 2.09 silty sand to sandy silt 241.62 4.76 1.97 2.15 sand to silty sand 375.65 5.84 1.55 2.21 sand 416.13_________6.97-___.__..1.67--'•-----2.26 ---_-._sand to silty sand ................... ------------------------------------------ Eq - Dr PHI SPT Su (X) deg. N tsf ------------------------------------------- UNDFND UNDFD UDF UNDEFINED >90 >48 25 UNDEFINED , >90 >48 33 UNDEFINED >90 >48 36 UNDEFINED 80-90 44-46 23 UNDEFINED UNDFND UNDFD 19 3.8 ' UNDFND UNDFD 15 3.1 80-90 44-46 24 UNDEFINED 70-80 42-44 20 UNDEFINED ' 70-80 40-42 25 UNDEFINED 60-70 38-40 25 UNDEFINED UNDFND UNDFD 33 5.5 ' 70-80 40-42 30 UNDEFINED UNDFND UNDFD 18 3.7 UNDFND UNDFD 8 1.3 UNDFND UNDFD 12 2.4 ' UNDFND UNDFD 10 1.9 UNDFND UNDFD 7 1.0 40-50 32-34 16 UNDEFINED ' UNDFND UNDFD 20 4.0 UNDFND UNDFD 9 1.4 UNDFND UNDFD 4 .6 ' UNDFND UNDFD 5 .9 50-60 34-36 20 UNDEFINED 60-70 36-38 24 UNDEFINED 70-80 38-40 37 UNDEFINED ' 80-90 40-42 47 UNDEFINED 80-90 40-42 >50 UNDEFINED >90 40-42 49 UNDEFINED ' >90 42-44 >50 UNDEFINED >90 40-42 >50 UNDEFINED 80-90 40-42 >50 UNDEFINED >90 42-44 >50 UNDEFINED ' 80-90 40-42 >50 UNDEFINED 70-80 36-38 40 UNDEFINED <40 <30 17 UNDEFINED ' 60-70 36-38 48 UNDEFINED 80-90 38-40 >50 UNDEFINED >90 40-42 >50 UNDEFINED , >90• 40-42 >50 UNDEFINED ......................................... Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** ' LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -9-3796 Page No. 2 -------------------------------------------------------------------------------------------------------------------------------------- DEPTH Oc (avg) Is (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (X) (tsf) (X) deg. N tsf --------------------------------------------------------------------------------------------------------------------------.----------- 41 350.40 4.80 1.37 2.32 sand >90 40-42 >50 UNDEFINED 42 324.04 6.33 1.95 2.38 sand to silty sand 80-90 40-42 >50 UNDEFINED 43 150.84 3.76 2.49 2.44 silty sand to sandy silt 60-70 34-36 48 UNDEFINED 105.50 3.56 3.37 2.50 sandy silt to clayey silt UNDFND UNDID 40 8.2 '44 45 77.90 2.30 2.96 2.56 sandy silt to clayey silt UNDFND UNDID 30 6.0 46 96.37 3.06 3.18 2.62 sandy silt to clayey silt UNDFND UNDID 37 7.5 47 53.97 1.22 2.26 2.68 sandy silt to clayey silt UNDFND UNDID 21 4.1 48 98.29 2.66 2.71 2.73 sandy silt to clayey silt UNDFND UNDID 38 7.6 49 101.75 4.46 4.39 2.79 very stiff fine grained (•) UNDFND UNDID >50 UNDEFINED 50 108.71 5.12 4.71 2.85 very stiff fine grained (*) UNDFND UNDID >50 UNDEFINED '------------------------------------------------------------------------------------------------------------------------------------- Or - All sands (Jamiolkowski et at. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (•) overconsolidated or cemented •••• Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) •*** 1 1 1 1 1 EGG I LIIGI-ITON & Assoc. Site : TEMACULA r1ALL Engineer : B. PIRA L — — - Location : CPT=10-3780 - --Date : 01i3Oi97-10-36- —I at tsf 0 -0. -5. -15. Fs tsf U psi 500 0 10 0 35 0 -30. -3S. im -45. Rf % SBT 10 0 12 Se.ulLl.x nKa nnyvY Slitslit Silly SaM/SnM S.M Sllty SBM/SaM 6oM SnMy Sill ML y SIIL ... SaMY slit Silly SOM/SeM LU,y Silt Sill Clayey SIIL Sill ........... Silly SeM/Sam Grn.elly Sa1d SeM tL�l•••. Gnm119 SeM SOM Slily SeM/SeM Snnyv Slll 6eM .......... SoM Sal Silly SS Seed Slit lll 6111 .___.. SaMy SIIL SIILy SSSilt SIIL ❑e)ey SIIL Sill L'Inyey Sill .:........ SLOT ane GmInN SOMY Sill slit Silt Sill a.,y y Sill silt&,­1Sanas Slit ti a Max. Depth: 50.52 (ft) SBT: Soil Behavior Type (Robertsmy and Campanella 1906) Depth Inc.: 0.164 (ft) I 1 U LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -10-3780 Site : TEMACULA MALL Tot. Unit Wt. (avg) : 115 pcf DEPTH (feet) 1 2 3 4 5 6 7 8 1 9 10 11 12 13 14 15 ' 16 17 18 ' 1 zo9 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 ' 36 37 38 39 40 CPT Date 01/30/97 10:36 Geologist S. RIHA Water table ( feet ) : 65.6168 _________________________________________________________________________________________________________________ qc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (tsf) (tsf) M (tsf) (X) deg. N tsf -------------------------------------------------------------------------------------------------------------------------- 2.43 0.03 1.03 0.03 sensitive fine grained UNDFND UNDFD 1 .1 5.66 0.00 0.06 0.08 sensitive fine grained UNDFND UNDFD 3 .4 22.49 0.62 2.74 0.15 clayey silt to silty clay UNDFND UNDFD 11 1.7 45.81 1.86 4.06 0.21 clayey silt to silty clay UNDFND UNDFD 22 3.6 53.95 1.77 3.27 0.26 sandy silt to clayey silt UNDFND UNDFD 21 4.2 51.45 1.33 2.59 0.32 sandy silt to clayey silt UNDFND UNDFD 20 4.0 78.01 1.17 1.50 0.38 silty sand to sandy silt 70-80 42-44 25 UNDEFINED 129.40 0.91 0.70 0.43 sand 80-90 44-46 25 UNDEFINED 124.61 0.91 0.73 0.49 sand 80-90 42-44 24 UNDEFINED 98.05 1.08 1.10 0.55 sand to silty sand 70-80 40-42 23 UNDEFINED 100.09 0.41 0.41 0.60 sand 70-80 40-42 19 UNDEFINED 24.21 0.34 1.42 0.66 sandy silt to clayey silt UNDFND UNDFD 9 1.8 24.80 0.29 1.18 0.72 sandy silt to clayey silt UNDFND UNDFD 10 1.9 94.76 0.57 0.60 0.T7 sand to silty sand 60-70 38-40 23 UNDEFINED 86.70 0.69 0.79 0.83 sand to silty sand 60-70 38-40 21 UNDEFINED 51.30 0.53 1.03 0.89 silty sand to sandy silt 40-50 34-36 16 UNDEFINED 20.22 0.44 2.17 0.94 sandy silt to clayey silt UNDFND UNDFD 8 1.5 17.18 0.37 2.13 1.00 clayey silt to silty clay UNDFND UNDFD 8 1.2 37.61 0.76 2.03 1.06 sandy silt to clayey silt UNDFND UNDFD 14 2.9 32.65 0.81 2.49 1.11 sandy silt to clayey silt UNDFND UNDFD 13 2.5 63.25 1.41 2.23 1.17 sandy silt to clayey silt UNDFND UNDFD 24 4.9 240.89 1.39 0.58 1.24 sand 80-90 42-44 46 UNDEFINED 276.83 1.34 0.49 1.29 gravelly sand to sand >90 42-44 44 UNDEFINED 296.66 1.76 0.59 1.35 gravelly sand to sand >90 42-44 47 UNDEFINED 321.60 1.85 0.58 1.41 gravelly sand to sand >90 42-44 >50 UNDEFINED 271.98 1.26 0.47 1.47 gravelly sand to sand 80-90 40-42 43 UNDEFINED 360.47 2.89 0.80 1.53 sand >90 42-44 >50 UNDEFINED 207.29 3.31 1.60 1.58 sand to silty sand 80-90 38-40 50 UNDEFINED 234.41 3.54 1.51 1.64 sand to silty sand 80-90 40-42 >50 UNDEFINED 245.28 3.19 1.30 1.70 sand 80-90 40-42 47 UNDEFINED 186.80 3.83 2.05 1.75 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 118.06 2.97 2.51 1.81 silty sand to sandy silt 60-70 34-36 38 UNDEFINED 105.20 2.69 2.56 1.87 silty sand to sandy silt 50-60 34-36 34 UNDEFINED 152.14 3.65 2.40 1.92 silty sand to sandy silt 60-70 36-38 49 UNDEFINED 177.49 3.00 1.69 1.98 sand to silty sand 70-80 36-38 43 UNDEFINED 77.60 1.83 2.35 2.04 silty sand to sandy silt 40-50 30-32 25 UNDEFINED 30.73 0.76 2.48 2.09 sandy silt to clayey silt UNDFND UNDFD 12 2.2 50.74 1.56 3.07 2.15 sandy silt to clayey silt UNDFND UNDFD 19 3.8 38.28 1.02 2.67 2.21 sandy silt to clayey silt UNDFND UNDFD 15 2.8 67.59 2.69 3.98 __________________________________________________________________ 2.26 clayey silt to silty clay UNDFND UNDFD 32 5.2 -.-- Or - AIL sands (Jamiolkowski et at. 1985) PHI - DurgunogLu and Mitchell 1975 Su: Nk= 12.5 I**** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) *"* ` I LEIGHTON & ASSOC. Contractor :GREGG Location : CPT -10-3780 Page No. 2 , -------------------------------------------------------------------------------------------------------------------------------------- DEPTH ac (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (X) (tsf) (X) deg. N tsf ' -------------------------------------------------------------------------------------------------------------------------------------- 41 94.13 4.25 4.51 2.32 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 42 106.69 3.04 2.85 2.38 sandy silt to clayey silt UNDFND UNDFD 41 8.3 , 43 37.12 1.26 3.39 2.44 clayey Silt to silty clay UNDFND UNDFD 18 2.7 44 90.84 2.38 2.62 2.50 sandy silt to clayey silt UNDFND UNDFD 35 7.0 45 67.81 2.55 3.76 2.56 clayey silt to silty clay UNDFND UNDFD 32 5.2 46 181.90 4.69 2.58 2.62 silty sand to sandy silt 60-70 34-36 >50 UNDEFINED 47 414.95 3.67 0.88 2.68 gravelly sand to sand >90 40-42 >50 UNDEFINED 48 430.10 3.70 0.86 2.73 gravelly sand to sand >90 40-42 >50 UNDEFINED 49 132.89 1.90 1.43 2.79 sand to silty sand 60-70 32-34 32 UNDEFINED ' 50 99.50 2.07 2.08 2.85 silty sand to sandy silt 50-60 30-32 32 UNDEFINED ----------------------------------------------......------......------.....-..-.-..._.---------------------------------------------- ' Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented ' "** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** r1 1 A GREGG at tsf Fs tsf U psi Rf % SB7 0 500 0 10 0 35 0 10 0 1n -0.01 x , . . . .-r-�T-r-rl1 .. . . . . . . . . .-rr-I,-, T,-t'-�1-,-,--r -5. -10. -15. OL o -25. -30. -35. W" -45. -50. Max. Depth: 50.03 (ft) Depth Inc.: 0.164 (ft) S.M Silly SeM/SaM Semi C®rdly SUM Sand Silly SUM/S.M SUM Sandy Sill Sia Silty S"/SUM Sandy Silt Sill Silty SaM/8aiu1 bendy Silt Sill SUM Silly S.WSand Sill Mw, Slll Silly Sand/Satid SUM silt ... Snndy Silt Silt, SaM/SUnd Send Silty S.M/Snnd SUnd _._.. .... i._ ................ . """' SIIt Sandy Silt Sill SBT. Soil Behavior Type (Robertson and Campanella 1900) I **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 LEIGHTON & ASSOC. Contractor :GREGG CPT Date 01/30/97 11:38 ' Location : CPT -11-3799 Geologist B. RIHA Site : TEMECULA MALL Nater table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf _______________________________________________________________________________________________________________________________ DEPTH ac (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet)(is(tsf)(tsf) -------------------------------------------------- ---------__----------___------------'---- M deg -------------------- 1 11.92 0.04 0.31 .------------ 0.03 - sandy silt to clayey silt UNDFND UNDFD 5 .9 2 18.73 0.11 0.59 0.08 sandy silt to clayey silt UNDFND UNDFD 7 1.4 3 25.76 0.72 2.79 0.15 clayey silt to silty clay UNDFND UNDFD 12 2.0 ' 4 163.13 1.23 0.75 0.21 sand >90 >48 31 UNDEFINED 5 174.43 1.05 0.60 0.26 sand >90 46-48 33 UNDEFINED 6 151.31 1.12 0.74 0.32 sand >90 46-48 29 UNDEFINED 7 137.27 2.13 1.55 0.38 sand to silty sand 80-90 44-46 33 UNDEFINED , 8 142.04 0.87 0.61 0.43 sand 80-90 44-46 27 UNDEFINED 9 127.36 0.49 0.39 0.49 sand 80-90 42-44 24 UNDEFINED 10 139.99 0.79 0.56 0.55 sand 80-90 42-44 27 UNDEFINED 1 11 128.31 0.71 0.55 0.60 sand 80-90 42-44 25 UNDEFINED 12 67.71 0.36 0.54 0.66 sand to silty sand 60-70 38-40 16 UNDEFINED 13 139.26 0.45 0.33 0.72 sand 80-90 42-44 27 UNDEFINED , 14 184.47 0.78 0.42 0.77 sand 80-90 42-44 35 UNDEFINED 15 270.63 1.57 0.58 0.83 sand >90 44-46 >50 UNDEFINED 16 271.89 1.50 0.55 0.89 sand >90 44-46 >50 UNDEFINED 17 177.05 1.54 0.87 0.94 sand 80-90 40-42 34 UNDEFINED ' 18 178.81 1.71 0.96 1.00 sand 80-90 40-42 34 UNDEFINED 19 278.53 1.51 0.54 1.06 gravelly sand to sand >90 42.44 44 UNDEFINED 20 51.16 0.98 1.92 1.11 silty sand to sandy silt 40.50 32-34 16 UNDEFINED ' 21 36.86 0.51 1.39 1.17 silty sand to sandy silt <40 30-32 12 UNDEFINED 22 66.63 0.63 0.95 1.24 sand to silty sand 50-60 34-36 16 UNDEFINED 23 20.66 0.37 1.78 1.29 sandy silt to clayey silt UNDFND UNDFD 8 1.5 24 68.28 0.24 0.35 1.35 sand to silty sand 50-60 32-34 16 UNDEFINED 25 13.15 0.16 1.23 1.41 sandy silt to clayey silt UNDFND UNDFD 5 .9 26 109.26 0.56 0.51 1.47 sand 60-70 36-38 21 UNDEFINED 27 116.66 0.78 0.66 1.53 sand 60-70 36-38 22 UNDEFINED ' 28 179.57 0.41 0.23 1.58 sand 70-80 38-40 34 UNDEFINED 29 30 196.74 142.38 0.66 2.20 0.33 1.55 1.64 1.70 sand sand to silty sand 70-80 60-70 38-40 36-38 38 34 UNDEFINED UNDEFINED 31 56.65 2.39 4.22 1.75 clayey silt to silty clay UNDFND UNDFD 27 4.3 32 61.60 2.47 4.01 1.81 clayey silt to silty stay UNDFND UNDFD 30 4.7 33 131.52 1.41 1.07 1.87 sand to silty sand 60-70 36-38 31 UNDEFINED 34 390.31 3.51 0.90 1.92 sand >90 42-44 >50 UNDEFINED 35 434.27 3.60 0.83 1.98 gravelly sand to sand >90 42-44 >50 UNDEFINED 36 135.57 3.84 2.83 2.04 silty sand to sandy silt 60-70 34-36 43 UNDEFINED 37 63.31 1.52 2.41 2.09 sandy silt to clayey silt UNDFND UNDFD 24 4.8 , 38 245.45 5.63 2.29 2.15 silty sand to sandy silt 80-90 38-40 >50 UNDEFINED 39 428.27 7.55 1.76 2.21 sand to silty sand >90 42-44 >50 UNDEFINED 40 604.94 10.47 1.73 2.26 sand to silty sand-- --------- ----- >90 "_------- 42-44 >50 "----- '----------------� UNDEFINED Or - ALI sands (Jamiolkowski at at. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 LEIGHTON & ASSOC. contractor :GREGG Location : CPT -11-3799 Page No. 2 -------------------------------------------------------------------------------------------------------------------------------------- �DEPTH ac (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or (X) PHI deg. SPT N Su tsf feet) (tsf) (tsf) M (tsf) ---------- --------------------------------------------------------------------------------------------------------------------------- 41 448.85 6.61 1.47 2.32 sand >90 40-42 >50 UNDEFINED 42 334.12 5.48 1.64 2.38 sand to silty sand 80-90 40-42 >50 UNDEFINED 43 481.64 6.20 1.29 2.44 sand >90 42-44 >50 UNDEFINED 44 443.79 5.15 1.16 2.50 sand >90 40-42 >50 UNDEFINED 45 217.93 5.00 2.30 2.56 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 6.1 46 79.79 2.14 2.68 2.62 sandy silt to clayey silt UNDFND UNDFD 31 47 204.73 3.51 1.72 2.68 sand to silty sand 70-80 36-38 49 UNDEFINED '48 90.05 2.91 3.23 2.73 sandy silt to clayey silt UNDFND UNDFND UNDFD UNDFD 35 24 6.9 4.7 49 61.87 1.68 2.71 2.79 sandy silt to clayey silt 50 64.09 1.60 2.50 2.85 sandy silt to clayey silt UNDFND UNDFD 25 4.8 '--------------------------------------------------------------------------------------------------------- ------------------------ Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 '**** from CPTINTRI (v 3.02) **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT 1 1 LE,IGHTON & ASSOC. Site : TEMECULR MALL - Engineer - BPIHA --- Location : CPT -12-379-1 Date : 01 i30i97 1 3: 32 J at tsf 0 -0.0 -5.0 -10.0 -15.0 -20.0 L a-� d o -25.0 -30.0 -35.0 -45.0 Fs tsf U psi Rf % SBT S00 0 10 0 35 0 10 0 1 Silt Mycy Sill Sandy Silt Silly Sand/Send Sandy Silt ❑aXy Sill Sill Sand Silt silty SeM/Semi SIII Clayey SIII Slit Silt, Sand/Send Sandy Slit Slit, SeM/SBM Sandy Silt Sand Silty Sand/Sand Send Slily Sand/Sand Slit Sill, Sam]/Sana Bondy slit .......__ _._.. Slit Sandy Slit neyey silt Styr lire GmInM ............ ......__._._.. _.._. silty saM/sana Sand -50.01 f 1 1 1 0 1 Max. Depth: 50.03 (ft) SBP. Soil Behavior Type (Robertson and Campanella 1088) Depth Inc.: 0.164 (ft) LEIGHTON 8 ASSOC. ' I Contractor :GREGG 0.03 CPT Date 01/30/97 13:32 UNDFND Location : CPT -12-3794 Geologist B. RIHA .8 Site : TEMECULA MALL Nater table ( feet ) 65.6168 sandy silt to clayey silt Tot. Unit Wt. (avg) : 115 pcf 5 1.0 DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su �(feet) (tsf) __-___ ""' (tsf) --""" M (tsf) M deg. N tsf "'-"""""""-----"""-""' """"""'------------------------ "'- "'-"' 1 10.66 13.16 27.44 75.24 121.19 153.21 146.54 77.70 42.02 33.15 104.57 188.67 216.21 48.36 27.85 27.23 81.04 17.49 13.86 14.99 23.57 26.99 19.78 59.63 80.99 28.58 74.26 58.49 99.61 214.23 186.26 129.96 219.16 230.34 456.35 182.34 163.36 114.66 73.14 40 69.37 --------------------- 0.07 0.63 0.03 sandy silt to clayey silt UNDFND UNDFD 4 .8 0.18 1.35 0.08 sandy silt to clayey silt UNDFND UNDFD 5 1.0 0.94 3.42 0.15 clayey silt to silty clay UNDFND UNDFD 13 2.1 1.86 2.47 0.21 sandy silt to clayey silt UNDFND UNDFD 29 6.0 2.17 1.79 0.26 silty sand to sandy silt >90 46-48 39 UNDEFINED 2.69 1.76 0.32 sand to silty sand >90 46-48 37 UNDEFINED 1.90 1.30 0.38 sand to silty sand >90 44-46 35 UNDEFINED 1.02 1.31 0.43 silty sand to sandy silt 70-80 40-42 25 UNDEFINED 1.26 3.01 0.49 sandy silt to clayey silt UNDFND UNDFD 16 3.3 1.26 3.80 0.55 clayey silt to silty clay UNDFND UNDFD 16 2.6 2.08 1.99 0.60 silty sand to sandy silt 70-80 40-42 33 UNDEFINED 1.41 0.75 0.66 sand >90 44-46 36 UNDEFINED 1.23 0.57 0.72 sand >90 44-46 41 UNDEFINED 0.84 1.73 0.77 silty sand to sandy silt 40-50 34-36 15 UNDEFINED 0.62 2.23 0.83 sandy silt to clayey silt UNDFND UNDFD 11 2.1 0.38 1.41 0.89 sandy silt to clayey silt UNDFND UNDFD 10 2.1 0.89 1.10 0.94 sand to silty sand 60-70 36-38 19 UNDEFINED 0.23 1.32 1.00 sandy silt to clayey silt UNDFND UNDFD 7 1.3 0.11 0.81 1.06 sandy silt to clayey silt UNDFND UNDFD 5 1.0 0.14 0.91 1.11 sandy silt to clayey silt UNDFND UNDFD 6 1.1 0.46 1.96 1.17 sandy silt to clayey silt UNDFND UNDFD 9 1.7 0.71 2.64 1.24 sandy silt to clayey silt UNDFND UNDFD 10 2.0 0.32 1.59 1.29 sandy silt to clayey silt UNDFND UNDFD 8 1.4 1.31 2.20 1.35 sandy silt to clayey silt UNDFND UNDFD 23 4.6 0.94 1.16 1.41 sand to silty sand 50-60 34-36 19 UNDEFINED 0.68 2.36 1.47 sandy silt to clayey silt UNDFND UNDFD 11 2.1 0.68 0.91 1.53 sand to silty sand 50-60 32-34 18 UNDEFINED 0.96 1.64 1.58 silty sand to sandy silt 40-50 30-32 19 UNDEFINED 1.46 1.47 1.64 sand to silty sand 50-60 34-36 24 UNDEFINED 1.60 0.75 1.70 sand 80-90 38-40 41 UNDEFINED 1.70 0.92 1.75 sand 70-80 38-40 36 UNDEFINED 0.98 0.76 1.81 sand 60-70 36-38 25 UNDEFINED 1.16 0.53 1.87 sand 80-90 38-40 42 UNDEFINED 1.38 0.60 1.92 sand 80-90 38-40 44 UNDEFINED 6.38 1.40 1.98 sand >90 42-44 >50 UNDEFINED 3.82 2.10 2.04 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 3.23 1.98 2.09 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 2.87 2.50 2.15 silty sand to sandy silt 50-60 34-36 37 UNDEFINED 1.78 2.44 2.21 sandy silt to clayey silt UNDFND UNDFD 28 5.6 1.74 -------------------------------------------------------------- 2.51 2.26 sandy silt to clayey silt _-------------------- UNDFND UNDFD 27- ______ 5.3 __.-- ' Or - All sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** II LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -12-3794 Page No. 2 --------------- DEPTH _______---------------------------------- Oc (avg) Fs (avg) Rf (avg) _-------------- SIGV- _____________________________ SOIL BEHAVIOUR TYPE Eq - D (feet) ____________________________________________________________________________________________________ (tsf) (tsf) (X) (tsf) M 41 64.70 1.65 2.55 2.32 sandy silt to clayey silt UNDFND 42 128.11 3.43 2.68 2.38 silty sand to sandy silt 60-70 43 74.82 2.72 3.63 2.44 clayey silt to silty clay UNDFND 44 80.77 3.75 4.64 2,50 very stiff fine grained (*) UNDFND 45 315.57 6.06 1.92 2.56 sand to silty sand 80-90 46 511.16 5.37 1.05 2.62 sand >90 47 388.83 3.88 1.00 2.68 sand >90 48 365.97 3.61 0.99 2.73 sand 80-90 49 418.12 3.64 0.87 2.79 gravelly sand to sand >90 50 ---------------------- 428.60 4.23 ______________________________________________________________________________ 0.99 2.85 sand >90 Dr - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 I I I u ________________________ r PHI SPT Su deg. N tsf --------- _________________________ UNDFD 25 4.9 ' 34-36 41 UNDEFINED UNDFD 36 5.7 UNDFD >50 UNDEFINED ' 38-40 >50 UNDEFINED 42-44 >50 UNDEFINED 40-42 >50 UNDEFINED 38-40 >50 UNDEFINED ' 40-42 >50 UNDEFINED 40-42 >50 UNDEFINED ______ -� Su: Nk= 12.5 (*) overconsolidated or cemented 1 **" Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 [I I I I —U. —5. —18. � ° c � � m Q-25. —3O. —35. —48. —4S.� —�O | ��, Max. Depth: s000(n) Dept |`6c.:"./o|(n) _ O 508 O 10 0 36 O 10 O 12 aoT. Soil Behavior t/yc(Robertson and Campanella /000) silt Silty SAM/Sand Sundly Silt Silt �nay silt silt, S.WS�M him S7 Snndy Silt IS" ay" Silt Silt SnM Silt st�y Silt Silt �rlay silt SILTW aoT. Soil Behavior t/yc(Robertson and Campanella /000) Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 -*** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) •"I LEIGHTON & ASSOC. Contractor :GREGG CPT Date : 01/30/97 14:42 ' Location : CPT-13-3807 Geologist : B. RIHA Site : TEMECULA MALL Nater table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf)_" "--_----- '---- --- ------------- "__"'-'--'-'-'--'-'-'--"-'-'-__"(X) deg. N _.....-tsf 1 4.50 0.00 0.00 0.03 undefined UNDFND UNDFD UDF UNDEFINED 2 16.33 0.21 1.30 0.08 sandy silt to clayey silt UNDFND UNDFD 6 1.2 3 48.70 1.35 2.77 0.15 sandy silt to clayey silt UNDFND UNDFD 19 3.8 ' 4 67.31 1.78 2.65 0.21 sandy silt to clayey silt UNDFND UNDFD 26 5.3 5 97.98 1.16 1.18 0.26 sand to silty sand 80-90 44-46 23 UNDEFINED 6 134.58 1.86 1.38 0.32 sand to silty sand >90 44-46 32 UNDEFINED 7 134.73 2.01 1.49 0.38 sand to silty sand 80-90 44-46 32 UNDEFINED ' 8 127.38 1.96 1.54 0.43 sand to silty sand 80-90 44-46 31 UNDEFINED 9 79.14 0.89 1.12 0.49 sand to silty sand 70-80 40-42 19 UNDEFINED 10 38.54 0.54 1.39 0.55 silty sand to sandy silt 40-50 36-38 12 UNDEFINED ' 11 13.71 0.23 1.70 0.60 clayey silt to silty clay UNDFND UNDFD 7 1.0 12 17.36 0.26 1.52 0.66 sandy silt to clayey silt UNDFND UNDFD 7 1.3 13 22.61 0.35 1.53 0.72 sandy silt to clayey silt UNDFND UNDFD 9 1.7 ' 14 60.70 0.79 1.30 0.77 silty sand to sandy silt 50-60 36-38 19 UNDEFINED 15 83.67 0.82 0.97 0.83 sand to silty sand 60-70 38-40 20 UNDEFINED 16 81.47 0.72 0.89 0.89 sand to silty sand 60-70 36-38 20 UNDEFINED 17 63.49 0.59 0.92 0.94 sand to silty sand 50-60 34-36 15 UNDEFINED ' 18 45.41 0.37 0.81 1.00 silty sand to sandy silt 40-50 32-34 15 UNDEFINED 19 16.84 0.13 0.77 1.06 sandy silt to clayey silt UNDFND UNDFD 6 1.2 20 5.17 -0.01 -0.29 1.11 undefined UNDFND UNDFD UDF UNDEFINED ' 21 7.74 -0.00 -0.06 1.17 undefined UNDFND UNDFD UDF UNDEFINED 22 14.46 0.08 0.52 1.24 sandy silt to clayey silt UNDFND UNDFD 6 1.0 23 10.50 0.07 0.68 1.29 sandy silt to clayey silt UNDFND UNDFD 4 .7 ' 24 30.96 0.13 0.42 1.35 silty sand to sandy silt <40 <30 10 UNDEFINED 25 41.88 0.71 1.69 1.41 silty sand to sandy silt <40 30-32 13 UNDEFINED 26 75.41 0.97 1.29 1.47 silty sand to sandy silt 50-60 32-34 24 UNDEFINED 27 36.27 0.78 2.16 1.53 sandy silt to clayey silt UNDFND UNDFD 14 2.7 ' 28 32.12 0.87 2.71 1.58 sandy silt to clayey silt UNDFND UNDFD 12 2.4 29 40.99 1.25 3.05 1.64 sandy silt to clayey silt UNDFND UNDFD 16 3.1 30 232.25 1.22 0.52 1.70 sand 80-90 40-42 44 UNDEFINED , 31 245.43 2.13 0.87 1.75 sand 80-90 40-42 47 UNDEFINED 32 203.65 1.04 0.51 1.81 sand 70-80 38-40 39 UNDEFINED 33 300.21 1.75 0.58 1.87 gravelly sand to sand 80-90 40-42 48 UNDEFINED , 34 306.59 1.60 0.52 1.92 gravelly sand to sand 80-90 40-42 49 UNDEFINED 35 269.61 1.20 0.45 1.98 gravelly sand to sand 80-90 40-42 43 UNDEFINED 36 100.31 1.87 1.86 2.04 silty sand to sandy silt 50-60 32-34 32 UNDEFINED 37 55.36 1.02 1.84 2.09 silty sand to sandy silt <40 <30 18 UNDEFINED ' 38 44.98 0.66 1.47 2.15 silty sand to sandy silt <40 <30 14 UNDEFINED 39 64.91 1.67 2.57 2.21 sandy silt to clayey silt UNDFND UNDFD 25 5.0 40 79.81 _...... -2.35- -- --2.94 2.26 sandy silt to clayey silt __________________________________________ UNDFND UNDFD 31 --_-6.2 - Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 -*** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) •"I I LEIGHTON 8 ASSOC. 1 Contractor :GREGG Location : CPT -13-3807 Page No. 2 1 _____________________________________________________________________________________________ DEPTH Dc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE tsf (feet) (tsf) (tsf) (X) (tsf) 36-38 >50 -------------------------------------------------------------------------------------------- 41 88.64 2.44 2.75 2.32 sandy silt to clayey silt 1 42 229.54 5.05 2.20 2.38 silty sand to sandy silt >90 43 284.90 4.42 1.55 2.44 sand to silty sand UNDEFINED 44 288.74 4.25 1.47 2.50 sand to silty sand 1 45 404.38 6.36 1.57 2.56 sand 46 453.42 5.23 1.15 2.62 sand 47 407.15 3.60 0.88 2.68 sand 48 425.87 3.83 0.90 2.73 gravelly sand to sand 1 49 444.34 3.74 0.84 2.79 gravelly sand to sand 50 444.31 3.17 0.71 2.85 gravelly sand to sand -------------------------------------------------------------------------------------------- Or - ALL sands (Jamiolkowski at al. 1985) PHI Durgunoglu and Mitchell 1975 ......................................... Eq - Or PHI SPT Su (X) deg. N tsf ----------------------------------------- UNDFND UNDFD 34 6.9 70-80 36-38 >50 UNDEFINED 80-90 38-40 >50 UNDEFINED 80-90 38-40 >50 UNDEFINED >90 40-42 >50 UNDEFINED >90 40-42 >50 UNDEFINED >90 40-42 >50 UNDEFINED >90 40.42 >50 UNDEFINED >90 40-42 >50 UNDEFINED >90 ----------------------------------------- 40-42 >50 UNDEFINED Su: Nk= 12.5 1 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 I I I 1 1 I 1 1 — -- - — --- — ----- — ------------------- EGG LEIGHTON & ASSOC. site : TEMECULA MALL Enqtneer : B. PIHA l Location : CP1--19-3805 Date : Oli3li97 08:110 J at tsf Fs tsf U psi Rf % SBT 0 500 0 10 0 35 0 10 0 12 9 -5. -10. -15. w -20 -c CL o -25. -30. -35. Im -45. -50. Max. Depth: 50.03 (ft) Ikeplh file.: 0.16.1 (nl aaaaa Slit .%My Silt Silty Snnd/Soml Silt SnMy SIII Silly sonA/SaMI Sally slit Slily SnM/Sell SAM still SaM/SmRI SIII a 'P y Sill Slit ne>re Silt SIR na)ey Silt Slit nA) . Slit Slit a." Silt SUM Se My Silt na)ey Slit nay .1.11 slit . a) . sm Silt Silly SAM/Sand SnMI Slit an)ey SIII sAMy Slit a.'y Slit slit Silty SmM/SAM Sy SAM SW.' Soil Behavior Type (Robertson and Campnnella 1900) ' Dr - All sands (Jamiolkowski et at, 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT frau CPTINTRI (v 3.02) **** 11 LEIGHTON & ASSOC. 'Contractor :GREGG CPT Date : 01/31/97 08:40 ' Location : CPT -14-3805 Geologist : S. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf DEPTH Gc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf)________(---- tsf) _______C.....______(tsf)__ _---- ____------ ___________ 1 13.70 0.17 1.23 0.03 sandy silt to clayey silt ...... _____ae9_Ntsf UNDFND UNDFD 5 1.0 2 29.60 0.36 1.23 0.08 silty sand to sandy silt 60-70 44-46 9 UNDEFINED 3 73.38 1.95 2.66 0.15 sandy silt to clayey silt UNDFND UNDFD 28 5.8 4 126.60 2.96 2.34 0.21 silty sand to sandy silt >90 46-48 40 UNDEFINED 5 173.93 2.91 1.68 0.26 sand to silty sand >90 46-48 42 UNDEFINED 192.40 3.34 1.74 0.32 sand to silty sand >90 46-48 46 UNDEFINED '6 7 130.45 2.86 2.19 0.38 silty sand to sandy silt 80-90 44-46 42 UNDEFINED 8 149.55 3.52 2.35 0.43 silty sand to sandy silt >90 44-46 48 UNDEFINED 9 10 166.71 139.41 3.53 2.34 2.12 1.68 0.49 0.55 silty sand to sandy silt sand to silty sand >90 80-90 44-46 42-44 >50 33 UNDEFINED UNDEFINED 11 105.06 1.42 1.35 0.60 sand to silty sand 70-80 40-42 25 UNDEFINED' 12 140.35 1.94 1.38 0.66 sand to silty sand 80-90 42-44 34 UNDEFINED '13 105.96 1.86 1.76 0.72 silty sand to sandy silt 70-80 40-42 34 UNDEFINED 14 156.74 1.99 1.27 0.77 sand to silty sand 80-90 42-44 38 UNDEFINED 15 203.41 1.54 0.76 0.83 sand 80-90 42-44 39 UNDEFINED 16 171.65 1.54 0.90 0.89 sand 80-90 42-44 33 UNDEFINED 17 114.52 2.20 1.92 0.94 silty sand to sandy silt 70-80 38-40 37 UNDEFINED 18 17.05 0.41 2.43 1.00 clayey silt to silty clay UNDFND UNDFD 8 1.2 19 14.68 0.30 2.06 1.06 clayey silt to silty clay UNDFND UNDFD 7 1.0 1 20 33.16 0.82 2.46 1.11 sandy silt to clayey silt UNDFND UNDFD 13 2.5 21 39.44 1.19 3.02 1.17 sandy silt to clayey silt UNDFND UNDFD 15 3.0 22 26.21 0.88 3.37 1.24 clayey silt to silty clay UNDFND UNDFD 13 1.9 '23 15.32 0.33 2.18 1.29 clayey silt to silty clay UNDFND UNDFD 7 1.1 24 24.51 0.60 2.44 1.35 sandy silt to clayey silt UNDFND UNDFD 9 1.8 25 48.71 1.17 2.40 1.41 sandy silt to clayey silt UNDFND UNDFD 19 3.7 18.57 0.43 2.33 1.47 clayey silt to silty clay UNDFND UNDFD 9 1.3 t26 27 20.71 0.56 2.70 1.53 clayey silt to silty clay UNDFND UNDFD 10 1.5 28 194.06 1.94 1.00 1.58 sand 70-80 38-40 37 UNDEFINED 65.37 1.68 2.56 1.64 sandy silt to clayey silt UNDFND UNDFD 25 5.0 '29 30 17.70 0.54 3.03 1.70 clayey silt to silty clay UNDFND UNDFD 8 1.2 31 77.58 1.84 2.38 1.75 silty sand to sandy silt 50-60 32-34 25 UNDEFINED 32 21.54 0.55 2.55 1.81 clayey silt to silty clay UNDFND UNDFD 10 1.5 47.08 1.35 2.87 1.87 sandy silt to clayey silt UNDFND UNDFD 18 3.6 '33 34 83.18 2.76 3.32 1.92 sandy silt to clayey silt UNDFND UNDFD 32 6.5 35 339.75 3.61 1.06 1.98 sand >90 40-42 >50 UNDEFINED '36 37 325.01 225.79 3.89 2.26 1.20 1.00 2.04 2.09 sand sand >90 70-80 40-42 38-40 >50 43 UNDEFINED UNDEFINED 38 97.80 2.63 2.69 2.15 sandy silt to clayey silt UNDFND UNDFD 37 7.6 39 49.01 1.31 2.67 2.21 sandy silt to clayey silt UNDFND UNDFD 19 3.7 �---- 40 34.27 0.86 2.52 2.26 --- sandy silt to clayey silt "----'------------ ----- ----'....... UNDFND .._---------'--' UNDFD 13 2.5 ----- ' Dr - All sands (Jamiolkowski et at, 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT frau CPTINTRI (v 3.02) **** 11 LEIGHTON & ASSOC. Contractor :GREGG Location : CPT -14-3805 ---------------------------------------------- DEPTH Oc (avg) Fs (avg) Rf (avg) (feet) ---------------------------------------------- (tsf) (tsf) (X) 41 79.57 1.57 1.97 42 46.06 1.45 3.16 43 53.76 1.15 2.15 44 187.25 3.61 1.93 45 152.91 3.32 2.17 46 112.29 2.94 2.61 47 399.63 4.10 1.03 48 438.23 4.35 0.99 Page No. 2 ' -------------------------------------------------------------------- SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (tsf) ----------------------------------------------------- (X) deg. N tsf ' 2.32 silty sand to sandy silt 40-50 ---------------------------- 30-32 25 UNDEFINED 2.38 sandy silt to clayey silt UNDFND UNDFD 18 3.4 ' 2.44 sandy silt to clayey silt UNDFND UNDFD 21 4.1 2.50 sand to silty sand 70-80 36-38 45 UNDEFINED 2.56 silty sand to sandy silt 60.70 34-36 49 UNDEFINED 2.62 silty sand to sandy silt 50-60 32-34 36 UNDEFINED 2.68 sand >90 40-42 >50 UNDEFINED 2.73 san LEIGf ITON & ASSOC. Site : TENECULA MALL Engineer : B. PIFIA Location : CPT -15-3802 Date : 01�31z'97 09:211 at tnf 0 -O.O -5.O -10.O -15.O Fs tof U poi 5O0 0 18 O 35 -3O.O -3S.O NEM -45.0 `~` Max. Depth: 50u6 (n) n^'xh h^c:o./o4(o) 0 RP % 10 58T O 12 1111 slit slit Snnd Snndv Silt Slit Silly S' Silt, sllm/S."d S-1, Silt Stiff Fi— G-1-1 S..dy Silt S.my silt Silty Sn", Silt silty I.'AAI.'j Silt Wki S.10 =silt silt S�Tkly Slit Silt Silty Sosid/Sand SUP Soil Behavior Type (Robertson Slid Cu'o,^ncox/000) I LEIGHTON & ASSOC. Contractor :GREGG CPT Date : 01/31/97 09:28 ' Location : CPT -15-3802 Geologist : B. RIHA Site : TEMECULA MALL Nater table ( feet ) 65.6168 Tot. _________ Unit Wt. (avg) : --- _----- 115 pcf DEPTH ___ Oc (avg) --- _____________________________________________________________________________________________________ Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) M (tsf) (X) deg. N tsf 1 14.20 0.09 0.60 0.03 sandy silt to clayey silt UNDFND UNDFD 5 1.1 2 27.08 0.27 1.01 0.08 silty sand to sandy silt 60-70 44-46 9 UNDEFINED 3 27.27 0.96 3.53 0.15 clayey silt to silty clay UNDFND UNDFD 13 2.1 , 4 103.32 1.09 1.06 0.21 sand to silty sand >90 46-48 25 UNDEFINED 5 123.62 0.91 0.74 0.26 sand >90 46-48 24 UNDEFINED 6 145.13 1.00 0.69 0.32 sand >90 46-48 28 UNDEFINED 7 180.30 1.37 0.76 0.38 sand >90 46-48 35 UNDEFINED t 8 153.14 1.50 0.98 0.43 sand >90 44-46 29 UNDEFINED 9 160.51 1.02 0.64 0.49 sand >90 44-46 31 UNDEFINED 10 61.37 0.74 1.21 0.55 silty sand to sandy silt 60-70 38-40 20 UNDEFINED ' 11 22.74 0.46 2.02 0.60 sandy silt to clayey silt UNDFND UNDFD 9 1.7 12 68.83 0.88 1.27 0.66 silty sand to sandy silt 60-70 38-40 22 UNDEFINED 13 145.10 0.91 0.62 0.72 sand 80-90 42-44 28 UNDEFINED ' 14 187.60 1.05 0.56 0.77 sand 80-90 42-44 36 UNDEFINED 15 208.08 1.15 0.55 0.83 sand >90 42-44 40 UNDEFINED 16 195.91 1.07 0.55 0.89 sand 80-90 42-44 38 UNDEFINED 17 212.89 2.13 1.00 0.94 sand 80-90 42-44 41 UNDEFINED 18 174.87 5.47 3.13 1.00 sandy silt to clayey silt UNDFND UNDFD >50 13.9 19 267.44 5.48 2.05 1.06 sand to silty sand >90 42-44 >50 UNDEFINED 20 375.36 4.41 1.17 1.11 sand >90 44-46 >50 UNDEFINED' 21 377.63 4.22 1.12 1.17 sand >90 44-46 >50 UNDEFINED 22 223.09 3.99 1.79 1.24 sand to silty sand 80-90 40-42 >50 UNDEFINED 23 162.91 4.13 2.53 1.29 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 24 139.61 4.55 - 3.26 1.35 sandy silt to clayey silt UNDFND UNDFD >50 11.0 25 181.25 4.97 2.74 1.41 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 26 98.63 3.26 3.31 1.47 sandy silt to clayey silt UNDFND UNDFD 38 7.7 27 151.93 4.51 2.97 1.53 silty sand to sandy silt 70-80 38-40 49 UNDEFINED ' 28 323.30 4.53 1.40 1.58 sand >90 42-44 >50 UNDEFINED 29 283.12 5.88 2.08 1.64 sand to silty sand 80-90 40-42 >50 UNDEFINED 30 267.67 3.30 1.23 1.70 sand 80-90 40-42 >50 UNDEFINED ' 31 128.76 3.27 2.54 1.75 silty sand to sandy silt 60-70 36-38 41 UNDEFINED 32 66.87 2.60 3.89 1.81 clayey silt to silty clay UNDFND UNDFD 32 5.2 33 174.53 4.65 2.66 1.87 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED ' 34 206.96 5.31 2.57 1.92 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 35 133.72 5.56 4.16 1.98 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 36 143.87 5.97 4.15 2.04 very stiff fine grained (•) UNDFND UNDFD >50 UNDEFINED 37 224.04 5.60 2.50 2.09 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 38 242.99 4.71 1.94 2.15 sand to silty sand 80-90 38-40 >50 UNDEFINED 39 378.25 4.70 1.24 2.21 sand >90 40-42 >50 UNDEFINED 40 __----'-- 363.15 ---...... --'_._---.... 2.85 ------------- 0.79 '------------ 2.26 ------.-------- gravelly sand to sand ---- -------- --------'---- >90 ---__----- 40-42 ___---- >50 __----•----_______ UNDEFINED , Dr - All sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (`) overconsolidated or cemented ••`• Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) `'`••t I LEIGHTON & ASSOC. Contractor :GREGG DEPTH (feet) ' 41 42 43 ' 44 45 46 47 48 49 50 1 oc (avg) Fs (avg) (tsf) (tsf) 251.07 3.20 98.39 3.34 120.52 3.27 49.79 1.37 111.31 4.62 223.66 9.51 190.22 6.73 186.85 6.68 299.71 8.33 231.05 6.85 Location : CPT -15-3802 Page No. 2 --------------------------- Rf (avg) SIGV- _____________________________________ SOIL BEHAVIOUR TYPE Eq - Or PHI M (tsf) - (X) deg. -------------------- 1.28 '-------------------------------------------------- 2.32 sand 80-90 38-40 3.39 2.38 sandy silt to clayey silt UNDFND UNDFD 2.71 2.44 silty sand to sandy silt 50-60 32-34 2.76 2.50 sandy silt to clayey silt UNDFND UNDFD 4.15 2.56 very stiff fine grained (*) UNDFND UNDFD 4.25 2.62 very stiff fine grained (*) UNDFND UNDFD 3.54 2.68 sand to clayey sand (*) UNDFND UNDFD 3.57 2.73 sand to clayey sand (*) UNDFND UNDFD 2.78 2.79 sand to clayey sand (*) UNDFND UNDFD 2.97 ---------------------------------------------------------------------- 2.85 silty sand to sandy silt 70-80 36-38 ----------------- SPT Su N tsf ----------------------- 48 UNDEFINED 38 7.6 38 UNDEFINED 19 3.7 >50 UNDEFINED >50 UNDEFINED >50 'UNDEFINED >50 UNDEFINED >50 UNDEFINED >50 UNDEFINED ----------------------- Or - AIL sands (Jamiolkowski at al. 1985) PHI - Durgunog Lu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented **'** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** I 1 11 1 L. 1 1 EGG S>te — TEMHCULA MLL ` Engineer : B PIFIfA LLIGHTON & ASSOC. — Location CPT- [6 Date : O1i31i'37 09:59 — Fs tsf 500 0 10 U psi 0 35 0 Rf % SBT 10 0 1-, Sowy Slit '.--.. SiltY Snud/.�Inw Sv�M Snmty SIIL ....._. silty Soml/Sunil Suw ..._.. SIILY S.W5aml Saw SIIL Stiff Fine stl.m SIIIY SUM/Snn.l SnIM ... ....._ silty Snw/SmM SnMv SIIL Stiff Fine Gmhud SnMy SIIL slitw Soy Sill SIIIY Snw/Svwl S..My SIIL Sund Snmb Slit CevmnLN Feud Snw SIILT Svml/SonA Snnd ....._ Silty SnM/Sund Snudy Slit q�e Slit .. Sundy Silt ® 06), Silt Stiff Flrc fmimd ❑n q Silt stiff Rre CmWM -50.01 1 1 -, 1 L 1f I ( F— I iamiiilsilt' Max. Depth: 50,03 (fl) SBY Soil Behavior Type (Robertson and Campanella IDHB) Dept It Inc.: 0. 16 t (ft) Ot tsf 0 -0.0 -5.0 ..... ........... -10.0 ..._ _..........._._: -15.0 w 20.0 Q v 25.0 -30.0 .......... C -35.0 .. -40.0 ....._.. C -45.0 i Fs tsf 500 0 10 U psi 0 35 0 Rf % SBT 10 0 1-, Sowy Slit '.--.. SiltY Snud/.�Inw Sv�M Snmty SIIL ....._. silty Soml/Sunil Suw ..._.. SIILY S.W5aml Saw SIIL Stiff Fine stl.m SIIIY SUM/Snn.l SnIM ... ....._ silty Snw/SmM SnMv SIIL Stiff Fine Gmhud SnMy SIIL slitw Soy Sill SIIIY Snw/Svwl S..My SIIL Sund Snmb Slit CevmnLN Feud Snw SIILT Svml/SonA Snnd ....._ Silty SnM/Sund Snudy Slit q�e Slit .. Sundy Silt ® 06), Silt Stiff Flrc fmimd ❑n q Silt stiff Rre CmWM -50.01 1 1 -, 1 L 1f I ( F— I iamiiilsilt' Max. Depth: 50,03 (fl) SBY Soil Behavior Type (Robertson and Campanella IDHB) Dept It Inc.: 0. 16 t (ft) 1 Dr - All sands (Jamiolkowski at al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 LEIGHTON & ASSOC. Contractor :GREGG CPT Date : 01/31/97 09:59 Location : CPT -16-3801 Geologist : B. RIHA Site : TEMACULA MALL Nater table ( feet ) 65.6168 ' Tot. Unit Wt. (avg) : 115 pcf ---- DEPTH _---- _--- _----- _______________________________________________________________________________________________________________ Cc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet)_---___(tsf) --g 1 ------- 30.07 ______ ______(%)_________-isf)____-__.________________-______________`%)_-dg-. ______ 0.07 0.22 0.03 silty sand to sandy silt __________ 80-90 ---__N______----- >48 10 _______ UNDEFINED 30.78 0.17 0.56 0.08 silty sand to sandy silt 60-70 44-46 10 UNDEFINED '2 3 29.75 0.34 1.16 0.15 silty sand to sandy silt 50-60 42-44 9 UNDEFINED 4 70.61 0.44 0.62 0.21 sand to silty sand 70-80 44-46 17 UNDEFINED 5 94.01 0.67 0.71 0.26 sand to silty sand 80-90 44-46 23 UNDEFINED 6 59.96 0.23 0.39 0.32 sand to silty sand 60-70 40-42 14 UNDEFINED 7 91.85 0.48 0.53 0.38 sand to silty sand 70-80 42-44 22 UNDEFINED 8 81.78 0.79 0.97 0.43 sand to silty sand 70-80 40-42 20 UNDEFINED 59.05 0.72 1.22 0.49 silty sand to sandy silt 60-70 38-40 19 UNDEFINED '9 10 67.56 0.57 0.84 0.55 sand to silty sand 60-70 38-40 16 UNDEFINED 11 117.79 0.63 0.54 0.60 sand 70-80 42-44 23 UNDEFINED 12 155.86 0.99 0.64 0.66 sand 80-90 42-44 30 UNDEFINED '13 119.07 0.70 0.59 0.72 sand 70-80 40-42 23 UNDEFINED 14 159.49 0.98 0.61 0.77 sand 80-90 42-44 31 UNDEFINED 15 166.18 1.06 0.64 0.83 sand 80-90 42-44 32 UNDEFINED 16 169.07 1.52 0.90 0.89 sand 80-90 40-42 32 UNDEFINED 17 179.27 2.98 1.66 0.94 sand to silty sand 80-90 40-42 43 UNDEFINED 18 107.54 5.07 4.72 1.00 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 19 20 147.01 311.15 5.92 4.26 4.03 1.37 1.06 1.11 very stiff fine grained (*) sand UNDFND >90 UNDFD 42-44 >50 >50 UNDEFINED UNDEFINED 21 400.61 3.68 0.97 1.17 sand >90 44-46 >50 UNDEFINED 22 306.62 3.97 1.29 1.24 sand >90 42-44 >50 UNDEFINED 23 212.94 4.50 2.11 1.29 silty sand to sandy silt 80-90 40-42 >50 UNDEFINED 24 139.13 6.06 4.36 1.35 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 25 187.78 4.36 2.32 1.41 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 26 158.19 4.47 2.82 1.47 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 27 168.97 5.20 3.08 1.53 sandy silt to clayey silt UNDFND UNDFD >50 13.3 28 249.50 4.34 1.74 1.58 sand to silty sand 80-90 40-42 >50 UNDEFINED 29 30 307.82 436.51 6.82 5.15 2.22 1.18 1.64 1.70 sand to silty sand sand >90 >90 40-42 42-44 >50 >50 UNDEFINED UNDEFINED 31 340.70 6.19 1.82 1.75 sand to silty sand >90 42-44 >50 UNDEFINED 32 287.98 8.98 3.12 1.81 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED '33 466.98 6.34 1.36 1.87 sand >90 42-44 >50 UNDEFINED 34 444.07 6.69 1.51 1.92 sand >90 42-44 >50 UNDEFINED 35 411.00 4.38 1.06 1.98 sand >90 42-44 >50 UNDEFINED 36 394.19 3.68 0.99 2.04 sand >90 40-42 >50 UNDEFINED 37 374.58 3.51 0.94 2.09 sand >90 40-42 >50 UNDEFINED 38 370.78 3.72 1.00 2.15 sand >90 40-42 >50 UNDEFINED 39 386.33 3.54 0.92 2.21 sand >90 40-42 >50 UNDEFINED 40 317.073.40 3-40____.___'1-07--------2-26'------"------ sand _________________80- -- ---- 40-42 >50 UNDEFINED 1 Dr - All sands (Jamiolkowski at al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 (*) overconsolidated or cemented I Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** I I I C�. L I I I I I LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -16-3801 Page No. 2 ' ------------- DEPTH ------------------------- Oc (avg) Fs (avg) ------------------------- Rf (avg) SIGV- -------------------------------------- SOIL BEHAVIOUR TYPE Eq - Dr --------------------------------- PHI SPT Su ' (feet) ------------- (tsf) ---------------------------------------------------------------------------------------------------- (tsf) (X) (tsf) M deg. N tsf 41 88.23 2.28 2.58 2.32 sandy silt to clayey silt UNDFND UNDFD --------------------- 34 6.8 42 127.49 2.80 2.19 2.38 silty sand to sandy silt 60-70 34-36 41 UNDEFINED 43 201.26 4.51 2.24 2.44 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 44 71.85 2.11 2.94 2.50 sandy silt to clayey silt UNDFND UNDFD 28 5.5 45 150.98 4.63 3.07 2.56 sandy silt to clayey silt UNDFND UNDFD >50 11.8 46 83.81 3.63 4.33 2.62 cLayey silt to silty clay UNDFND UNDFD 40 6.4 47 89.64 4.93 5.50 2.68 very stiff fine grained (') UNDFND UNDFD >50 UNDEFINED 48 55.69 2.02 3.63 2.73 clayey silt to silty clay UNDFND UNDFD 27 4.2 49 73.31 4.28 5.84 2.79 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 50 272.27 7.73 2.84 2.85 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED ------------- ---------------------------------------------------------------------------------------- ----------------------------- � Dr - All sands (Jamiolkowski at at. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented I Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** I I I C�. L I I I I I m m= " m r m== m m m m= m m r m EGG LEIGHTON & ASSOC. S1 t e : TEMECULR MALL Engineer : B. PI HA l Location : CPT -17-3806 Date : 01131197-10-29 Ot tsf Fs tsf U psi Rf % SBT 0 500 0 10 0 35 0 10 0 11 m —5. —10. ildayeY slit Silly Clay Clayey SIII Sandy Slit SIILY Fond/S —30. —35. —45, —50. Max. Depth: 50.03 (tt) Depth Inc.: 0.161 (fL) SniW silty Sand/=and Tom,: slit Snndy SilL silt sn„a Silt Cemented Sam __.. ....... Sandy Silt Silt a.", Slit Stiff Fine I:relaM v SIt Stiff nM C. m eeenna Som.M F1 sa-i SBT: Soil Behavior Type (Robertson and Campanella 1900) Silt Y slit it -1s.o _. c 6mldy Silt Silt 5 ally .-. n`ye, Silt w 20.0 .._.._. _ _. ..� L� ....._ Amy sm Silty Snm/Sant a( O —LS.O .__ ........-..._......... _.\_.. ..._..-..-.-.... ........-.. _. Sandy SIII ... __._...... -. ...... ..... SIIIY EnndlSeml —30. —35. —45, —50. Max. Depth: 50.03 (tt) Depth Inc.: 0.161 (fL) SniW silty Sand/=and Tom,: slit Snndy SilL silt sn„a Silt Cemented Sam __.. ....... Sandy Silt Silt a.", Slit Stiff Fine I:relaM v SIt Stiff nM C. m eeenna Som.M F1 sa-i SBT: Soil Behavior Type (Robertson and Campanella 1900) LEIGHTON & ASSOC. Contractor :GREGG CPT Date 01/31/97 10:29 Location : CPT -17-3806 Geologist B. RIHA Site : TEMECULA MALL Nater table ( feet ) 65.6168 Tot. Unit ---------------------------------------------------------------------------- Wt. (avg) : 115 pcf M deg. 1 1 ---------------------------------------I DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Dr PHI (feet) (tsf) (tsf) M (tsf) M deg. 1 12.77 0.05 0.40 0.03 sandy silt to clayey silt UNDFND UNDFD 2 15.61 0.40 2.58 0.08 clayey silt to silty clay UNDFND UNDFD 3 25.07 0.96 3.82 0.15 silty clay to clay UNDFND UNDFD 4 42.50 1.66 3.91 0.21 clayey silt to silty clay UNDFND UNDFD 5 94.12 1.36 1.44 0.26 sand to silty sand 80-90 44-46 6 111.82 1.12 1.00 0.32 sand to silty sand 80-90 44-46 7 100.60 1.13 1.12 0.38 sand to silty sand 80-90 42-44 8 98.66 1.10 1.12 0.43 sand to silty sand 70-80 42-44 9 99.27 1.15 1.16 0.49 sand to silty sand 70-80 42-44 10 142.87 1.65 1.15 0.55 sand to silty sand 80-90 42-44 11 71.68 1.22 1.70 0.60 silty sand to sandy silt 60-70 38-40 12 19.17 0.50 2.62 0.66 clayey silt to silty clay UNDFND UNDFD 13 16.97 0.38 2.27 0.72 clayey silt to silty clay UNDFND UNDFD 14 25.68 0.64 2.49 0.77 sandy silt to clayey silt UNDFND UNDFD 15 54.76 0.68 1.25 0.83 silty sand to sandy silt 50-60 34-36 16 19.77 0.56 2.82 0.89 clayey silt to silty clay UNDFND UNDFD 17 34.82 0.28 0.79 0.94 silty sand to sandy silt <40 30-32 18 11.61 0.22 1.90 1.00 clayey silt to silty clay UNDFND UNDFD 19 12.60 0.23 1.81 1.06 clayey silt to silty clay UNDFND UNDFD 20 71.89 0.82 1.13 1.11 sand to silty sand 50-60 34-36 21 55.74 1.08 1.94 1.17 silty sand to sandy silt 40-50 32-34 22 127.07 1.98 1.56 1.24 sand to silty sand 70-80 38-40 23 210.63 3.40 1.61 1.29 sand to silty sand 80-90 40-42 24 116.41 1.69 1.45 1.35 sand to silty sand 60-70 36-38 25 79.43 0.91 1.15 1.41 sand to silty sand 50-60 34-36 26 78.31 1.15 1.47 1.47 silty sand to sandy silt 50-60 34-36 27 254.35 1.55 0.61 1.53 sand 80-90 40-42 28 312.54 2.07 0.66 1.58 gravelly sand to sand >90 42-44 29 282.06 1.69 0.60 1.64 sand 80-90 40.42 30 300.32 2.31 0.77 1.70 sand >90 40-42 31 298.36 2.31 0.78 1.75 sand 80-90 40-42 32 254.37 1.76 0.69 1.81 sand 80-90 40-42 33 205.68 1.12 0.54 1.87 sand 70-80 38-40 34 83.74 0.93 1.11 1.92 sand to silty sand 50-60 32-34 35 193.14 1.46 0.75 1.98 sand 70-80 38-40 36 136.91 3.11 2.27 2.04 silty sand to sandy silt 60-70 34-36 37 165.33 4.45 2.69 2.09 silty sand to sandy silt 70.80 36-38 38 88.43 2.97 3.36 2.15 sandy silt to clayey silt UNDFND UNDFD 39 131.69 3.21 2.44 2.21 silty sand to sandy silt 60-70 34-36 40 178.79 5.62 3.15 2.26 ---------------------------------------- sandy silt to clayey silt '----------- UNDFND ....... UNDFD . Or - ALI sands (Jamiolkowski at al. 1985) PHI - DurgunogLu and Mitchell 1975 SPT Su N - -------- tsf --- 5 7 16 20 23 27 24 24 24 34 23 9 8 10 17 9 11 6 6 17 18 30 >50 28 19 25 49 50 >50 >50 >50 49 39 20 37 44 >50 34 42 >50 Su: Nk= 12.5 1.0 1.2 1.9 '3.3 UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED 1.4 1.3 '7.9 UNDEFINED 1.5 UNDEFINED .8 9 UNDEFINED UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED 6.9 UNDEFINED 14.1 1 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) ***I 1 I LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -17-3806 Page No. 2 ----------------------------------- DEPTH Oc (avg) Fs (avg) PHI (feet) (tsf) (tsf) ----------------------------------- 41 130.13 3.41 silty sand to sandy silt 42 54.52 1.64 2.38 43 40.92 1.34 3.27 2.44 59.75 2.72 '44 45 168.68 7.31 UNDFND 46 107.30 3.85 very stiff fine grained (•) 47 148.58 6.20 2.62 48 401.91 7.41 4.18 49 442.86 4.59 UNDFD 50 375.64 4.95 I -------------------------------------------------------------------------- Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI (X) (tsf) (X) deg. •------------------------------------------------------------------------- 2.62 2.32 silty sand to sandy silt 60-70 34-36 3.00 2.38 sandy silt to clayey silt UNDFND UNDFD 3.27 2.44 clayey silt to silty clay UNDFND UNDFD 4.55 2.50 silty clay to clay UNDFND UNDFD 4.33 2.56 very stiff fine grained (•) UNDFND UNDFD 3.59 2.62 sandy silt to clayey silt UNDFND UNDFD 4.18 2.68 very stiff fine grained (`) UNDFND UNDFD 1.84 2.73 sand to silty sand >90 40-42 1.04 2.79 sand >90 40-42 1.32 ------------------------------------------------------------------------- 2.85 sand 80-90 38-40 Dr - All sands (Jamiolkowski et al. 1985) PHI ----------------------- SPT Su N tsf ----------------------- 42 UNDEFINED 21 4.1 20 3.0 38 4.5 >50 UNDEFINED 41 8.3 >50 UNDEFINED >50 UNDEFINED >50 UNDEFINED >50 UNDEFINED -- Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (`) overconsolidated or cemented *"• Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) 1 1 11 L J EGG GI-ITON & ASSOC. Site : TEMECULA (-TALL Engineer 8. PIl-10 - LCI Location : CPT -18-3818 Date : O 1 i3 ] i97 10:59 Ot 0:5JOt tsf 0 -0. -5. -10. -15. y w -20 L a-. Q °1 -25. 0 -30. -35. W"I -45. Fs tsf 500 0 10 U psi 0 35 I RIF % SBT 10 0 12 Slit Suety Sat sat Sllty SeM/SeaJ Sem . Sky Som/Sa'" Sn.N Silty Sn-! S nJ Sem silt, Sewl/Sant SeM Study Silt Slit Silty SnM/Sam SenQy Sat Slit nn>ey Sat set s.my set ...__.. .. Silty SaM/Smel ........ Senty Silt Silty Sob �Sen.l Slit Sue me rmm.a Silt, SmM/.SenJ —50.01 L 1 1 l I 1 11 I S .A Nfax. Depth: 50.03 (fl) SW: Soil Behavior Type (Robertson and Campanella 1006) Depth Inc.: 0.161 (ft) r� r a r r� .� � ■■� �� a .� �. � a a a 1 11 LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -18-3818 Site : TEMECULA MALL Tot. Unit Wt. (avg) : 115 pcf ------------------- ----'-------- DEPTH (feet) CPT Date 01/31/97 10:59 Geologist B. RIHA Nater table ( feet ) 65.6168 Dc (avg) Fs (avg) Rf (avg) SIGVI (tsf) (tsf) M (tsf) 13.96 7.65 114.16 133.26 92.96 140.54 134.50 136.70 108.53 138.93 167.64 159.42 172.15 197.91 215.51 209.49 224.67 218.94 238.77 225.60 216.26 167.79 168.54 209.70 375.86 320.93 370.50 372.06 367.44 239.88 417.94 165.23 82.08 72.25 181.54 191.15 71.90 64.62 80.24 40 --------71.54 SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (X) deg. N tsf ------------------------------------------ -0.00 -0.01 0.03 undefined UNDFND UNDFD UDF UNDEFINED -0.11 -1.46 0.08 undefined UNDFND UNDFD UDF UNDEFINED 2.48 2.17 0.15 silty sand to sandy silt >90 >48 36 UNDEFINED 4.46 3.35 0.21 sandy silt to clayey silt UNDFND UNDFD >50 10.6 0.83 0.89 0.26 sand to silty sand 80-90 44-46 22 UNDEFINED 0.98 0.70 0.32 sand >90 46-48 27 UNDEFINED 1.01 0.75 0.38 sand 80-90 44-46 26 UNDEFINED 0.79 0.58 0.43 sand 80-90 44-46 26 UNDEFINED 1.01 0.93 0.49 sand to silty sand 70-80 42-44 26 UNDEFINED 1.14 0.82 0.55 sand 80-90 42-44 27 UNDEFINED 1.43 0.85 0.60 sand 80-90 42-44 32 UNDEFINED 1.36 0.85 0.66 sand 80-90 42-44 31 UNDEFINED 1.36 0.79 0.72 sand 80-90 42-44 33 UNDEFINED 1.12 0.57 0.77 sand 80-90 42-44 38 UNDEFINED 1.27 0.59 0.83 sand >90 42-44 41 UNDEFINED 1.15 0.55 0.89 sand 80-90 42-44 40 UNDEFINED 1.30 0.58 0.94 sand >90 42-44 43 UNDEFINED 1.13 0.52 1.00 sand 80-90 42-44 42 UNDEFINED 1.16 0.49 1.06 sand >90 42-44 46 UNDEFINED 1.11 0.49 1.11 sand 80-90 42-44 43 UNDEFINED 1.06 0.49 1.17 sand 80-90 40-42 41 UNDEFINED 0.74 0.44 1.24 sand 70-80 40-42 32 UNDEFINED 0-84 0.50 1.29 sand 70-80 38-40 32 UNDEFINED 1.88 0.90 1.35 sand 80-90 40-42 40 UNDEFINED 3.15 0.84 1.41 sand >90 42-44 >50 UNDEFINED 2.88 0.90 1.47 sand >90 42-44 >50 UNDEFINED 5.04 1.36 1.53 sand >90 42-44 >50 UNDEFINED 5.14 1.38 1.58 sand >90 42-44 >50 UNDEFINED 4.38 1.19 1.64 sand >90 42-44 >50 UNDEFINED 5.41 2.25 1.70 silty sand to sandy silt 80-90 40-42 >50 UNDEFINED 5.21 1.25 1.75 sand >90 42-44 >50 UNDEFINED 4.05 2.45 1.81 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 2.48 3.03 1.87 sandy silt to clayey silt UNDFND UNDFD 31 6.4 1.84 2.55 1.92 sandy silt to clayey silt UNDFND UNDFD 28 5.6 4.90 2.70 1.98 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 4.26 2.23 2.04 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 2.26 3.15 2.09 sandy silt to clayey silt UNDFND UNDFD 28 5.5 2.14 3.31 2.15 sandy silt to clayey silt UNDFND UNDFD 25 4.9 2.61 3.25 2.21 sandy silt to clayey silt UNDFND UNDFD 31 6.2 2.69 3.76 ----------------------------•---------------------......--------------- 2.26 clayey silt to silty clay UNDFND UNDFD 345.5 - Or - ALL sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -18-3818 ---------------------------------------------------------- DEPTH Gc (avg) Fs (avg) Rf (avg) SIGV' (feet) -------------------------------------------- (tsf) (tsf) (X) (tsf) 41 56.38 2.15 ______________. 3.81 2.32 42 49.76 1.67 3.35 2.38 43 62.06 2.44 3.93 2.44 44 161.79 3.59 2.22 2.50 45 299.01 6.95 2.32 2.56 46 204.29 5.25 2.57 2.62 47 160.61 2.68 1.67 2.68 48 105.10 3.77 3.59 2.73 49 256.10 5.65 2.21 2.79 50 ----------------------------------------------------------- 411.90 4.73 1.15 2.85 Or - All sands (Jamiolkowski et at. 1985) PHI 1 Page No. 2 ___________________________________________________________________________ SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su ' ___________________________________________________________________________ (X) deg. N tsf clayey silt to silty clay UNDFND UNDFD 27 4.3 clayey silt to silty clay UNDFND UNDFD 24 3.7 ' clayey silt to silty clay UNDFND UNDFD 30 4.7 silty sand to sandy silt 60-70 34-36 >50 UNDEFINED silty sand to sandy silt 80-90 38-40 >50 UNDEFINED ' silty sand to sandy silt 70-80 36-38 >50 UNDEFINED sand to silty sand 60-70 34-36 38 UNDEFINED sandy silt to clayey silt UNDFND UNDFD 40 8.1 sand to silty sand 70-80 36-38 >50 UNDEFINED ' sand >90 40-42 >50 UNDEFINED _____---_____________________________________________________________� Durguno9lu and Mitchell 1975 Su: Nk= 12.5 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) ***! 1 1 EGG at tsf Fs tsf U psi Rf % SBT 0 500 0 10 0 35 0 10 0 11 -0.0 I -5. -15. L a-+ Q Q -25. -30. -35. ow -45. -50.� Max. Depth: 50.03 ((t) Depth Inc.: 0.164 (rt) Sa My Silt Slit SanQy Silt Silly Snnd/Send Silt nn)ey Slit Sill Snaat Silt 0->y Slit Silty tiny n."Y Silt 3BT: Soil Behavior Type (Robertson and Campanella 1006) Slit .. Sandy Silt Silty Som/Saanl ;. _......_ nay v Sill Sul. Som/Sarti I' S lAy silt Silt ;___...._ nnyvy 5111 Slit, [Ivy Slit C'Inycy 5111 ,. Sandy 5111 SI Iff marc G-Inm Sill Stiff One Gm1uM Sand ci,.W Sato ....... Silt, Sam/Sa.al Saaad Cemented Sam Silty Snm/SaM Sam 3BT: Soil Behavior Type (Robertson and Campanella 1006) Dr - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) ***i 1] LEIGHTON 8 ASSOC. Contractor :GREGG CPT Date : 01/31/97 11:32 ' Location : CPT -19-3821 Geologist : B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. ---- _---- Unit Wt. (avg) _--- _----- ___ : 115 pcf --- DEPTH Oc (avg) _____________________________________________________________________________________________________ Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su _ (feet/ (tsf) ------- (isf)(X)isf)----------------------------------------------------------N __------ M deg. tsf 1 20.64 0.12 ---------- 0.59 0.03 silty sand to sandy silt 70-80 >48 -------- 7 UNDEFINED 2 29.24 0.13 0.44 0.08 silty sand to sandy silt 60-70 44-46 9 UNDEFINED 3 44.24 0.64 1.46 0.15 silty sand to sandy silt 70-80 44-46 14 UNDEFINED ' 4 43.57 1.26 2.89 0.21 sandy silt to clayey silt UNDFND UNDFD 17 3.4 5 50.29 0.99 1.97 0.26 silty sand to sandy silt 60-70 40-42 16 UNDEFINED 6 77.77 1.22 1.57 0.32 silty sand to sandy silt 70-80 42-44 25 UNDEFINED 7 99.12 0.85 0.85 0.38 sand to silty sand 80-90 42-44 24 UNDEFINED ' 8 55.09 0.76 1.38 0.43 silty sand to sandy silt 60-70 38-40 18 UNDEFINED 9 36.48 1.22 3.34 0.49 clayey silt to silty clay UNDFND UNDFD 17 2.8 10 32.34 0.93 2.89 0.55 clayey silt to silty clay UNDFND UNDFD 15 2.5 , 11 63.53 1.69 2.66 0.60 sandy silt to clayey silt UNDFND UNDFD 24 5.0 12 79.11 1.80 2.27 0.66 silty sand to sandy silt 60-70 38-40 25 UNDEFINED 13 62.66 1.57 2.51 0.72 sandy silt to clayey silt UNDFND UNDFD 24 4.9 ' 14 11.68 0.38 3.23 0.77 silty clay to clay UNDFND UNDFD 7 .8 15 12.53 0.32 2.58 0.83 clayey silt to silty clay UNDFND UNDFD 6 .9 16 11.01 0.28 2.57 0.89 clayey silt to silty clay UNDFND UNDFD 5 .8 17 16.17 0.48 2.97 0.94 clayey silt to silty clay UNDFND UNDFD 8 1.2 18 11.00 0.20 1.80 1.00 clayey silt to silty clay UNDFND UNDFD 5 .7 19 26.48 0.68 2.57 1.06 sandy silt to clayey silt UNDFND UNDFD 10 2.0 20 18.02 0.45 2.50 1.11 clayey silt to silty clay UNDFND UNDFD 9 1.3 ' 21 32.33 0.86 2.65 1.17 sandy silt to clayey silt UNDFND UNDFD 12 2.4 22 43.33 1.35 3.12 1.24 sandy silt to clayey silt UNDFND UNDFD 17 3.3 23 73.43 1.58 2.15 1.29 silty sand to sandy silt 50-60 34-36 23 UNDEFINED ' 24 128.63 1.83 1.42 1.35 sand to silty sand 60-70 36-38 31 UNDEFINED 25 70.88 1.36 1.91 1.41 silty sand to sandy silt 50-60 32-34 23 UNDEFINED 26 15.52 0.34 2.20 1.47 clayey silt to silty clay UNDFND UNDFD 7 1.1 27 23.64 0.60 2.54 1.53 clayey silt to silty clay UNDFND UNDFD 11 1.7 ' 28 142.59 2.13 1.49 1.58 sand to silty sand 70-80 36-38 34 UNDEFINED 29 74.73 1.62 2.16 1.64 silty sand to sandy silt 50-60 32-34 24 UNDEFINED 30 45.65 1.55 3.40 1.70 clayey silt to silty clay UNDFND UNDFD 22 3.5 31 26.14 0.93 3.56 1.75 clayey silt to silty clay UNDFND UNDFD 13 1.9 32 73.51 2.47 3.36 1.81 sandy silt to clayey silt UNDFND UNDFD 28 5.7 33 95.10 3.57 3.76 1.87 clayey silt to silty clay UNDFND UNDFD 46 7.4 , 34 70.27 2.43 3.46 1.92 sandy silt to clayey silt UNDFND UNDFD 27 5.4 35 89.60 3.10 3.45 1.98 sandy silt to clayey silt UNDFND UNDFD 34 7.0 36 161.47 _ 6.69 4.14 2.04 very stiff fine grained (`) UNDFND UNDFD >50 UNDEFINED 37 127.17 4.62 3.63 2.09 sandy silt to clayey silt UNDFND UNDFD 49 10.0 ' 38 353.53 13.93 3.94 2.15 sand to clayey sand (`) UNDFND UNDFD >50 UNDEFINED 39 661.50 11.17 1.69 2.21 sand >90 44-46 >50 UNDEFINED 40 576.26 11.84 2.05 _________.... 2.26 ______---- sand to clayey sand (`) ____------ _------- UNDFND ------ ____----- UNDFD .___--- >50 ____.. UNDEFINED ....... _____ Dr - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) ***i 1] ' LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -19-3821 Page No. 2 ' Dr - ALL sands (Jamiolkowski et aL. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsoiidated or cemented 1*"* Note: For interpretation purposes the PLOTTED CPT PROFILE shouLd be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **" 1 11 1 1 1 1 DEPTH GC (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (%) _.._________--- deg. -____N __-____- tsf ___ 41 -------------------------______-------- 516.45 9.33 1.81 2.32 sand to siLty sand >90 42-44 >50 UNDEFINED 394.12 5.58 1.42 2.38 sand >90 40-42 >50 UNDEFINED '42 43 184.84 7.78 4.21 2.44 very stiff fine grained (`) UNDFND UNDFD >50 UNDEFINED 44 454.15 8.43 1.86 2.50 sand to silty sand >90 40-42 >50 UNDEFINED 45 441.62 8.58 1.94 2.56 sand to silty sand >90 40-42 >50 UNDEFINED 463.48 6.22 1.34 2.62 sand >90 40-42 >50 UNDEFINED '46 47 451.05 5.64 1.25 2.68 sand >90 40-42 >50 UNDEFINED 48 503.69 6.98 1.39 2.73 sand >90 40-42 >50 UNDEFINED 49 436.75 5.16 1.18 2.79 sand >90 40-42 >50 UNDEFINED 50 98.48- 2.20 2.24 2.85 --"------ silty sand to sandy silt .---- ------------- 50-60 ---'-----------"------'--------------- 30-32 31 UNDEFINED ' Dr - ALL sands (Jamiolkowski et aL. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsoiidated or cemented 1*"* Note: For interpretation purposes the PLOTTED CPT PROFILE shouLd be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **" 1 11 1 1 1 1 LEIGHTON & ASSOC. Site : TEMECULA MALL Engineer 8. P1HA — Location : CPT -20-3822 —Date : 01i31i37 12:56— Ot tsf 0 -0. -5. -10. -15. Fs tsf 500 0 10 L a o -25. -30. -35. al� -45. U psi 0 35 0 RF % SBT 10 0 12 Sem LWl Fl - 0 -ye, Silt Silly (Ly Selly sill Silly SaM/Senl Sandy Sill sill Sam Silly S.M/Sent Silt nayey Sill sandy Sill Silt, S.M/Sen] Sill nayey Sill Sill Sllty Sam/Sem Sill nayey Silt S.My Silt Slily S.M/Sem Sill Silly nay Sam' slit Slit, S.M/Sall s.M Sandy Slit nayey Slit slit naxy silt 51111 Fina l:®Ind n.ny Sul slit Silly (lay nayey Silt Silty flay sa,xv slit Slit Max. Depth: 50.03 (ft) SBT: Soil Behavior Type (Robertson and Campanella 1088) Depth Inc.: 0.164 (ft) m m m m m s m m m r M M M m m m m m I 1 1 1 1 LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -20-3822 Site : TEMECULA MALL Tot. Unit Wt. (avg) : 115 pcf ------------------------------ DEPTH cc (avg) (feet) (tsf) ------------------- 6.14 13.11 51.91 101.56 88.66 87.84 74.61 72.72 111.95 87.95 25.50 19.02 53.22 112.38 33.44 15.21 17.27 91.79 64.88 19.82 11.96 9.83 10.06 16.59 84.15 125.42 78.58 33.34 127.70 119.56 354.62 306.03 216.58 329.36 325.73 317.81 317.10 287.16 I220.48 40 227.53 ..... CPT Date 01/31/97 12:56 Geologist B. RIBA Water table ( feet ) 65.6168 Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (tsf) (%) (tsf) (%> deg. N tsf ------------------------------------------------------------------------------------------------------------ 0.03 0.52 0.03 sensitive fine grained UNDFND UNDFD 3 .4 0.39 2.95 0.08 silty clay to clay UNDFND UNDFD 8 1.0 1.37 2.64 0.15 sandy silt to clayey silt UNDFND UNDFD 20 4.1 1.13 1.11 0.21 sand to silty sand 80-90 46-48 24 UNDEFINED 1.79 2.02 0.26 silty sand to sandy silt 80-90 44-46 28 UNDEFINED 1.40 1.59 0.32 silty sand to sandy silt 70-80 42-44 28 UNDEFINED 1.55 2.08 0.38 silty sand to sandy silt 70-80 42-44 24 UNDEFINED 1.28 1.76 0.43 silty sand to sandy silt 60-70 40-42 23 UNDEFINED 0.88 0.79 0.49 sand to silty sand 80-90 42-44 27 UNDEFINED 0.64 0.73 0.55 sand to silty sand 70-80 40-42 21 UNDEFINED 0.62 2.44 0.60 sandy silt to clayey silt UNDFND UNDFD 10 1.9 0.57 2.98 0.66 clayey silt to silty clay UNDFND UNDFD 9 1.4 1.04 1.96 0.72 silty sand to sandy silt 50-60 36-38 17 UNDEFINED 1.10 0.98 0.77 sand to silty sand 70-80 40-42 27 UNDEFINED 0.63 1.90 0.83 sandy silt to clayey silt UNDFND UNDFD 13 2.6 0.27 1.76 0.89 sandy silt to clayey silt UNDFND UNDFD 6 1.1 0.34 1.97 0.94 sardy silt to clayey silt UNDFND UNDFD 7 1.3 1.45 1.58 1.00 silty sand to sandy silt 60-70 36-38 29 UNDEFINED 1.34 2.06 1.06 silty sand to sandy silt 50-60 34-36 21 UNDEFINED 0.54 2.70 1.11 clayey silt to silty clay UNDFND UNDFD 9 1.4 0.24 1.97 1.17 clayey silt to silty clay UNDFND UNDFD 6 .8 0.19 1.92 1.24 clayey silt to silty clay UNDFND UNDFD 5 .6 0.17 1.64 1.29 clayey silt to silty clay UNDFND UNDFD 5 .7 0.40 2.41 1.35 clayey silt to silty clay UNDFND UNDFD 8 1.2 1.57 1.86 1.41 silty sand to sandy silt 50-60 34-36 27 UNDEFINED 2.31 1.84 1.47 silty sand to sandy silt 60-70 36-38 40 UNDEFINED 2.07 2.63 1.53 sandy silt to clayey silt UNDFND UNDFD 30 6.1 0.86 2.56 1.58 sandy silt to clayey silt UNDFND UNDFD 13 2.5 2.57 2.01 1.64 silty sand to sandy silt 60-70 36-38 41 UNDEFINED 2.67 2.24 1.70 silty sand to sandy silt 60-70 36-38 38 UNDEFINED 3.73 1.05 1.75 sand >90 42-44 >50 UNDEFINED 4.01 1.31 1.81 sand >90 40-42 >50 UNDEFINED 1.56 0.72 1.87 sand 70-80 38-40 41 UNDEFINED 3.53 1.07 1.92 sand >90 40-42 >50 UNDEFINED 3.95 1.21 1.98 sand >90 40-42 >50 UNDEFINED 2.03 0.64 2.04 gravelly sand to sand 80.90 40-42 >50 UNDEFINED 2.29 0.72 2.09 sand 80.90 40-42 >50 UNDEFINED 2.02 0.70 2.15 sand 80-90 38-40 >50 UNDEFINED 1.75 0.79 2.21 sand 70-80 38-40 42 UNDEFINED 2.56 1.13 2.26 sand 70-80 38-40 44 UNDEFINED ' Or - All sands (Jamiolkowski et al. 1985) PHI - --------------------------------------------------------------------- Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' *"* Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) --** 1 1 C, 1 1 1 1 11 LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -20-3822 Page No. 2 ' -------------------------------------------------------------------------------------------------------------------------------------- DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) ---------------------------------------------------------------------------------------------------------------------------------•---- (tsf) (tsf) (X) (tsf) (X) deg. N tsf ' 41 77.81 2.91 3.73 2.32 clayey silt to silty clay UNDFND UNDFD 37 6.0 42 134.01 4.68 3.49 2.38 sandy sitt to clayey silt UNDFND UNDFD >50 10.5 ' 43 81.52 3.65 4.47 2.44 very stiff fine grained (`) UNDFND UNDFD >50 UNDEFINED 44 81.20 4.47 5.51 2.50 very stiff fine grained (`) UNDFND UNDFD >50 UNDEFINED 45 69.80 3.23 4.63 2.56 silty clay to clay UNDFND UNDFD 45 5.3 ' 46 92.86 3.24 3.49 2.62 sandy silt to clayey silt UNDFND UNDFD 36 7.2 47 57.66 2.60 4.50 2.68 silty clay to clay UNDFND UNDFD 37 4.3 48 43.24 1.57 3.62 2.73 clayey silt t , 1 C, 1 1 1 1 11 GREGG Ot tof Fs tof U poi Rf % SBT O 500 O 10 O 35 0 10 O 12 —O.0 —5.O —10.8 —15.O ^ + 10.0 -C � c � � m —25 O � —3O.O —35.O —4U.O —45.O D —�O ,,, Max. Depth: a000(«) slit Silty Sarkl/`Sand o.»°m^ Stiff m°"=^� Slit ou,,°^/�°/ S�rk�y SIR slit 171�yry SIR slit Lla�y SILL Slit 171�,,y Sift Silt Silty S�/Sa�l Fi— Silly 5�-!IwM Silty SnTA/SFIM SnM Sandy S[IL Stiff Him, G-fi—I Silt O.'y Slit Slit aBT.8oil Behavior Type (Robertson and Campanella 1988) LEIGHTON 8 ASSOC. Contractor :GREGG 0.00 CPT Date 01/31/97 14:03 Location : CPT -21.3841 Geologist B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. Unit -------------------------------------- Wt. (avg) : 115 pcf _______________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE (feet) (tsf) (tsf) (X) (tsf) ---------------------------- Eq - Or PHI SPT (X) deg. N ____________________________ 18.21 0.00 0.00 0.03 undefined UNDFND UNDFD UDF 58.47 0.57 0.98 0.08 sand to silty sand 80-90 >48 14 66.13 3.33 5.04 0.15 very stiff fine grained (') UNDFND UNDFD >50 83.55 4.37 5.23 0.21 very stiff fine grained (*) UNDFND UNDFD >50 83.33 3.65 4.38 0.26 clayey silt to silty clay UNDFND UNDFD 40 107.36 2.79 2.60 0.32 silty sand to sandy silt 80-90 44-46 34 121.87 1.70 1.39 0.38 sand to silty sand 80-90 44-46 29 75.06 0.92 1.22 0.43 sand to silty sand 70-80 40-42 18 32.17 0.69 2.15 0.49 sandy silt to clayey silt UNDFND UNDFD 12 20.49 0.37 1.81 0.55 sandy silt to clayey silt UNDFND UNDFD 8 17.09 0.21 1.23 0.60 sandy Silt to clayey silt UNDFND UNDFD 7 23.30 0.50 2.15 0.66 sandy silt to clayey silt UNDFND UNDFD 9 17.79 0.34 1.93 0.72 sandy silt to clayey silt UNDFND UNDFD 7 12.79 0.08 0.65 0.77 sandy silt to clayey silt UNDFND UNDFD 5 9.00 0.07 0.74 0.83 clayey silt to silty clay UNDFND UNDFD 4 10.50 0.05 0.44 0.89 sandy silt to clayey silt UNDFND UNDFD 4 15.58 0.18 1.13 0.94 sandy silt to clayey silt UNDFND UNDFD 6 14.14 0.11 0.75 1.00 sandy silt to clayey silt UNDFND UNDFD 5 36.25 1.08 2.97 1.06 sandy silt to clayey silt UNDFND UNDFD 14 49.39 0.90 1.83 1.11 silty sand to sandy silt 40-50 32-34 16 75.72 1.36 1.79 1.17 silty sand to sandy silt 50-60 34-36 24 191.04 1.86 0.98 1.24 sand 80-90 40-42 37 173.62 2.08 1.20 1.29 sand to silty sand 70-80 38-40 42 46.89 0.40 0.86 1.35 silty sand to sandy silt 40-50 30-32 15 6.98 0.00 0.00 1.41 undefined UNDFND UNDFD UDF 96.85 0.66 0.68 1.47 sand to silty sand 60-70 34-36 23 206.41 1.76 0.85 1.53 sand 80-90 38-40 40 132.09 1.20 0.91 1.58 sand 60-70 36-38 25 154.15 1.39 0.90 1.64 sand 70-80 36-38 30 162.52 0.66 0.40 1.70 sand 70-80 36-38 31 102.43 0.61 0.59 1.75 sand 50-60 34-36 20 150.90 0.81 0.54 1.81 sand 60-70 36-38 29 168.99 1.04 0.61 1.87 sand 70-80 36-38 32 429.61 4.05 0.94 1.92 sand >90 42-44 >50 188.35 3.41 1.81 1.98 sand to silty sand 70-80 36-38 45 115.02 3.85 3.35 2.04 sandy silt to clayey silt UNDFND UNDFD 44 127.85 5.14 4.02 2.09 very stiff fine grained (*) UNDFND UNDFD >50 547.36 8.94 1.63 2.15 sand >90 42-44 >50 669.25 14.40 2.15 2.21 sand to clayey sand (*) UNDFND UNDFD >50 601.46 ______ 12.01 2.00 2-26 ______________________________ sand to clayey sand (*) UNDFND _____-___________ UNDFD >50 Or - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (') overconsolidated or cemented 1 Su tsf ' UNDEFINED UNDEFINED , UNDEFINED UNDEFINED 6.6 UNDEFINED ' UNDEFINED UNDEFINED 2.5 '1.5 1.3 1.8 ' 13 .9 .6 ,1.11 1.0 2.8 'UNDEFINED UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED 'UNDEFINED9.0 UNDEFINED UNDEFINED , UNDEFINED ______________ **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) *"* ' Cl LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -21-3841 Page No. 2 ---------- DEPTH ------------------------------------------------------------------------------------------------------------------------- Dc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf) (tsf) (X) (tsf) (X) deg. N tsf ------------------------------------------------------------------------------------------------------------------------------------ 479.03 6.50 1.36 2.32 sand >90 42-44 >50 UNDEFINED '41 42 497.59 6.61 1.33 2.38 sand >90 42-44 >50 UNDEFINED 43 510.88 6.31 1.24 2.44 sand >90 42-44 >50 UNDEFINED 387.47 4.94 1.27 2.50 sand >90 40-42 >50 UNDEFINED '44 45 205.10 4.94 2.41 2.56 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 46 72.59 2.94 4.05 2.62 clayey silt to silty clay UNDFND UNDFD 35 5.5 47 70.55 1.89 2.68 2.68 sandy silt to clayey silt UNDFND UNDFD 27 5.4 48 94.65 4.28 4.52 2.73 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 49 61.12 1.67 2.74 2.79 sandy silt to clayey silt UNDFND UNDFD 23 4.6 50 330.18 10.05 3.04 2.85 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED '----------------------------------------------------------------------------------------------------------------------------------- Or - All sands (Jamiolkowski et at. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (*) overconsolidated or cemented ' ***• Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) •'*" 1 at tof 0 -O. Fs tof 6O8 O 10 U psi 0 35 O Rf % SBT 10 O 12 silt -S. FUltal, Silt Silty (lay -1O.0 slit -15.OSilty (Ifty q Sandy Slit Slit M" Silt + Slit^ ti— ° -2O.O -C ' CL m -23 O o � Silt -3O.0 Silt, Safi -35.O Silty S.M/Sa.l sf.,ky silt Silty fand/Sasid silt -4O.O Silty faivI/Saial Sam -45.O Stiff n— Glal,� -5n n, Max. Depth: so.o3(fu aRCSoil Behavior Type (Robertson and Campanella |o8o) D,ru,zu^:n.|a.1 (o) ' Dr - All sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** LEIGHTON 8 ASSOC. ' Contractor :GREGG CPT Date 01/31/97 15:31 Location : CPT -22-3798 Geologist B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 ' Tot. Unit Wt. (avg) : 115 pcf DEPTH _---- _--- _----- _______________________________________________________________________________________________________________ Oc (avg) Is (avg) Rf (avg) SIGV. SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (---U (tsf)-----------------------------"------- -------------------------------------- deg. N tsf ------ 1 13.74 0.12 0.87 --------------------------------------------- 0.03 sandy silt to clayey silt UNDFND UNDID 5 1.0 20.15 0.37 1.83 0.08 sandy silt to clayey silt UNDFND UNDFD 8 1.6 '2 3 49.13 1.44 2.93 0.15 sandy silt to clayey silt UNDFND UNDID 19 3.9 4 34.43 0.52 1.52 0.21 silty sand to sandy silt 50-60 40-42 11 UNDEFINED 5 43.25 1.02 2.37 0.26 sandy silt to clayey silt UNDFND UNDFD 17 3.4 6 59.48 1.06 1.78 0.32 silty sand to sandy silt 60-70 40-42 19 UNDEFINED 7 34.22 1.15 3.37 0.38 clayey silt to silty clay UNDFND UNDID 16 2.7 8 38.48 1.53 3.98 0.43 clayey silt to silty clay UNDFND UNDID 18 3.0 26.56 1.15 4.32 0.49 silty clay to clay UNDFND UNDFD 17 2.0 '9 10 23.54 1.03 4.36 0.55 silty clay to clay UNDFND UNDFD 15 1.8 11 16.21 0.69 4.25 0.60 clay UNDFND UNDID 16 1.2 12 48.58 1.23 2.54 0.66 sandy silt to clayey silt UNDFND UNDID 19 3.8 13 58.61 1.44 2.46 0.72 sandy silt to clayey silt UNDFND UNDFD 22 4.6 14 42.48 1.34 3.15 0.77 clayey silt to silty clay UNDFND UNDFD 20 3.3 15 23.74 0.83 3.49 0.83 clayey silt to silty clay UNDFND UNDFD 11 1.8 95.38 1.67 1.76 0.89 silty sand to sandy silt 60-70 38-40 30 UNDEFINED '16 17 19.80 0.57 2.90 0.94 clayey silt to silty clay UNDFND UNDFD 9 1.5 18 15.10 0.29 1.89 1.00 clayey silt to silty clay UNDFND UNDFD 7 1.1 '19 20 39.27 90.11 0.91 2.08 2.32 2.31 1.06 1.11 sandy silt to clayey silt silty sand to sandy silt UNDFND 60-70 UNDFD 36-38 15 29 3.0 UNDEFINED 21 70.98 1.97 2.78 1.17 sandy silt to clayey silt UNDFND UNDID 27 5.5 22 28.42 0.91 3.21 1.24 clayey silt to silty clay UNDFND UNDFD 14 2.1 '23 15.94 0.31 1.97 1.29 clayey silt to silty clay UNDFND UNDFD 8 1.1 24 17.23 0.47 2.75 1.35 clayey silt to silty clay UNDFND UNDFD 8 1.2 25 33.56 0.97 2.88 1.41 sandy silt to clayey silt UNDFND UNDFD 13 2.5 26 21.26 0.52 2.45 1.47 clayey silt to silty clay UNDFND UNDFD 10 1.5 27 15.89 0.22 1.37 1.53 sandy silt to clayey silt UNDFND UNDFD 6 1.1 28 15.47 C.44 2.83 1.58 clayey silt to silty clay UNDFND UNDFD 7 1.1 221.80 3.61 1.63 1.64 sand to silty sand 80-90 38-40 >50 UNDEFINED '29 30 310.75 4.67 1.50 1.70 sand to silty sand >90 40-42 >50 UNDEFINED 31 265.22 2.51 0.95 1.75 sand 80-90 40-42 >50 UNDEFINED 32 277.01 3.04 1.10 1.81 sand 80-90 40-42 >50 UNDEFINED '33 260.84 2.51 0.96 1.87 sand 80-90 40-42 50 UNDEFINED 34 202.70 1.22 0.60 1.92 sand 70-80 38-40 39 UNDEFINED 35 179.48 1.41 0.79 1.98 sand 70-80 36-38 34 UNDEFINED 174.74 1.12 0.64 2.04 sand 70-80 36-38 33 UNDEFINED '36 37 117.48 0.83 0.70 2.09 sand 60-70 34-36 23 UNDEFINED 38 108.68 1.59 1.46 2.15 sand to silty sand 50-60 32-34 26 UNDEFINED 39 223.42 4.47 2.00 2.21 sand to silty sand 70-80 38-40 >50 UNDEFINED 40 224.57 7.56 3.36 2.26 ---------------------------- sand to clayey sand (') UNDFND __________.---..---____--_..-_____ UNDID >50 UNDEFINED ' Dr - All sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** (•) overconsolidated or cemented I *•** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **TM 1 1 L L 1 1 ' LEIGHTON & ASSOC. Contractor :GREGG Location : CPT -22-3798 Page No. 2 ' ______________________________________________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) ______________________________________________________________________________________________________________________________________ (tsf) (tsf) M (tsf) (X) deg. N tsf ' 41 365.79 6.47 1.77 2.32 sand to silty sand >90 40-42 >50 UNDEFINED 42 350.84' 4.59 1.31 2.38 sand >90 40-42 >50 UNDEFINED , 43 140.04 3.46 2.47 2.44 silty sand to sandy silt 60.70 34-36 45 UNDEFINED 44 261.03 5.30 2.03 2.50 sand to silty sand 80-90 38-40 >50 UNDEFINED 45 71.55 2.56 3.58 2.56 clayey silt to silty clay UNDFND UNDFD 34 5.5 46 47.91 1.10 2.29 2.62 sandy silt to clayey silt UNDFND UNDFD 18 3.6 47 81.65 2.75 3.37 2.68 sandy silt to clayey silt UNDFND UNDFD 31 6.3 48 103.22 5.68 5.50 2.73 very stiff fine grained (•) UNDFND UNDFD >50 UNDEFINED 49 272.22 10.14 3.73 2.79 sand to clayey sand (•) UNDFND UNDFD >50 UNDEFINED ' 50 188.38 5.81 3.09 2.85 silty sand to sandy silt 60-70 34-36 >50 UNDEFINED __________________________ ____-____-__ r Dr All sands (Jamiolkowski et al. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (•) overconsolidated or cemented I *•** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **TM 1 1 L L 1 1 m m m= m m m====== i m m m LEIGHTON & ASSOC. Site : TENECUL0 f10LL-- —Engineer : G'. P11-10 - - Loca-1 t 1 on : CPT -23-300 Date : 01 i31 i'3716: 1 1 J at tsf Fs tsf U psi Rf % SBT 0 500 0 10 0 35 0 10 0 1, —0.011 . -5. -10. -15. w -20. -30. -35. W" -45. -50. MaN. Depth: 50.03 (ft) Depth Inc.: 0.161 (ft) AM Soil Behavior Type (Robertson and Campanella 1000) ' Semill,e n... Silly (Ly Cloy Silty (6v a." Slit Sill Silly S.M/SaM Sill Cl.)ey Silt Sill S miy silt Silt, (lay ❑o}e Sill Sill cl.} SIII Silty ❑.v °"'"""" 0.'" Slit ._. .: %. y Slit Silty SOM/Snrv.l S.M _.......... Snnd➢ Silt SIII n.tey silt S.nd Silly ('I.y -� --- Ooyey SIII S.My Slit nn1ttm So1W Stir( Flrc Cm1uM Smxty Sill C—MM SUM x „ ■ Ia] Silly S.M/�nnd 3 . SnM SnMy SIIL Rill (1o3ey Sill Silt . i;.......... a.", Silt Sn14 Silt Silt n. y Silt silt (t. Silt AM Soil Behavior Type (Robertson and Campanella 1000) LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -23-3840 Site : TEMECULA HALL Tot. Unit Wt. (avg) : 115 pcf --------------------------------- CPT Date 01/31/97 16:11 ' Geologist B. RIHA Nater table ( feet ) : 65.6168 -------------------------------------------------------------------------------------------------t DEPTH Dc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Dr PHI (feet) (tsf) (tsf) (X) (tsf) (X) deg. 5.81 0.02 0.32 0.03 sensitive fine grained UNDFND UNDFD 11.02 0.17 1.57 0.08 clayey silt to silty clay UNDFND UNDFD 22.71 0.96 4.23 0.15 silty clay to clay UNDFND UNDFD 33.65 1.45 4.31 0.21 silty clay to clay UNDFND UNDFD 63.38 2.33 3.67 0.26 clayey silt to silty clay UNDFND UNDFD 83.33 1.79 2.15 0.32 silty sand to sandy silt 70-80 42-44 89.24 1.35 1.51 0.38 silty sand to sandy silt 70-80 42-44 47.64 1.95 4.10 0.43 clayey silt to silty clay UNDFND UNDFD 63.27 1.76 2.79 0.49 sandy silt to clayey silt UNDFND UNDFD 74.39 1.30 1.75 0.55 silty sand to sandy silt 60-70 40-42 24.64 1.00 4.07 0.60 silty clay to clay UNDFND UNDFD 14.29 0.36 2.54 0.66 clayey silt to silty clay UNDFND UNDFD 13.14 0.28 2.11 0.72 clayey silt to silty clay UNDFND UNDFD 11.56 0.22 1.92 0.77 clayey silt to silty clay UNDFND UNDFD 15.05 0.43 2.89 0.83 clayey silt to silty clay UNDFND UNDFD 11.58 0.18 1.58 0.89 clayey silt to silty clay UNDFND UNDFD 11.34 0.15 1.29 0.94 clayey silt to silty clay UNDFND UNDFD 41.18 1.11 2.69 1.00 sandy silt to clayey silt UNDFND UNDFD 15.25 0.47 3.10 1.06 clayey silt to silty clay UNDFND UNDFD 18.77 0.71 3.78 1.11 silty clay to clay UNDFND UNDFD 42.58 1.16 2.73 1.17 sandy silt to clayey silt UNDFND UNDFD 155.37 2.23 1.43 1.24 sand to silty sand 70-80 38-40 153.28 2.65 1.73 1.29 sand to silty sand 70-80 38-40 219.66 1.76 0.80 1.35 sand 80-90 40-42 27.90 0.83 2.99 1.41 clayey silt to silty clay UNDFND UNDFD 23.95 0.37 1.54 1.47 sandy silt to clayey silt UNDFND UNDFD 43.45 1.32 3.03 1.53 sandy silt to clayey silt UNDFND UNDFD 285.59 2.84 1.00 1.58 sand >90 40-42 145.81 2.15 1.47 1.64 sand to silty sand 70-80 36-38 63.13 2.76 4.37 1.70 clayey silt to silty clay UNDFND UNDFD 211.90 6.25 2.95 1.75 silty sand to sandy silt 80-90 38-40 206.08 6.71 3.26 1.81 sand to clayey sand (*) UNDFND UNDFD 106.20 5.59 5.26 1.87 very stiff fine grained (*) UNDFND UNDFD 398.54 8.89 2.23 1.92 sand to silty sand >90 42-44 577.79 13.07 2.26 1.98 sand to clayey sand (*) UNDFND UNDFD 453.27 10.10 2.23 2.04 sand to clayey sand (•) UNDFND UNDFD 484.80 6.46 1.33 2.09 sand >90 42-44 476.02 5.50 1.16 2.15 sand >90 42-44 348.01 3.80 1.09 2.21 sand >90 40-42 63.74 1.92 3.02 2.26 sandy silt to clayey silt UNDFND UNDFD Dr - All sands (Jamiolkowski et at. 1985) -------------------------------------- PHI - Durgunoglu and Mitchell 1975 (*) overconsolidated or cemented SPT Su --.N....---- tsf ----� 3 5 15 21 30 27 28 23 24 24 16 7 6 6 7 6 5 16 7 12 16 37 37 42 13 9 17 >50 35 30 >50 >50 >50 >50 >50 >50 >50 >50 >50 24 .4 8 '1.8 2.6 5.0 UNDEFINED UNDEFINED 3.7 5.0 UNDEFINED 1.9 1.0 ' .9 .8 1.1 .8 ,.8 3.2 1. '1.44 3.3 UNDEFINED ' UNDEFINED UNDEFINED 2.1 1.7 '3.3 UNDEFINED UNDEFINED , 4.9 UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED ' UNDEFINED UNDEFINED UNDEFINED ' 4- ------- 9 ----- Su: Nk= 12.5 1 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **•*, LEIGHTON & ASSOC. ' Contractor :GREGG Location : CPT -23-3840 Page No. 2 -------------------- DEPTH _----------------------------------------------------------------- Qc (avg) Fs (avg) Rf (avg) SIGV' _------ SOIL BEHAVIOUR TYPE _------------------------- Eq - Or PHI SPT _______________ Su (feet) (tsf) (tsf) M (tsf) M deg. N tsf ______________________________________________________________________________________________________________________________________ 129.56 3.75 2.90 2.32 sandy silt to clayey silt UNDFND UNDFD 50 10.1 '41 42 54.06 1.58 2.92 2.38 sandy silt to clayey silt UNDFND UNDFD 21 4.1 43 62.93 1.85 2.94 2.44 sandy silt to clayey silt UNDFND UNDFD 24 4.8 44 45 50.08 48.85 1.70 1.46 3.40 2.99 2.50 2.56 clayey silt to silty sandy silt to clayey clay silt UNDFND UNDFND UNDFD UNDFD 24 19 3.8 3.7 46 175.16 4.11 2.35 2.62 silty sand to sandy silt 60-70 34-36 >50 UNDEFINED 47 64.73 1.97 3.04 2.68 sandy silt to clayey silt UNDFND UNDFD 25 4.9 '48 57.94 2.56 4.42 2.73 clayey silt to silty clay UNDFND UNDFD 28 4.4 49 90.22 3.29 3.65 2.79 sandy silt to clayey silt UNDFND UNDFD 35 6.9 50 99.47 3.80 3.82 2.85 clayey silt to silty clay UNDFND UNDFD 48 7.7 ----------------------- ---------------__---------------__-------9----------------------------------_:----_------------------------ Or - All sands (Jamiolkowski at at. 1985) PHI Dur unoglu and Mitchell 1975 Su. Nk= 12.5 •*'� Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) 1 1 !E!!G LEIGHTON & ASSOC. Site : TErIECULA rIALL Engineer : B. PIHA -- Wit '--Location : CPT -2,1-38-16 -- Date : 02/01/97 0:17:50 0t Asf 0 -0. -5. -10. -15. w -20. L a� d o 25. -30. -35. -45, 1 Fs tsf 500 0 10 U psi 0 35 Rf % 10 SBT 0 11 Wit Slit .. ......... ._::.. _._.. &-ly Slit 8ARG9f sat _ .. .. Sandy Silt Silly saM/Snnd Sandy Slit Slit ....1 ...............__ ...__. Slat y sm Slit nnyer silt so y Slit Silly f y __.._........._ _..-. .;._ - an>ey Sill sal Silty sand/Sand anter sat Silt .. ......_... snM Sal S.M anJeS Slit Stiff Fire I:rnWM SnM➢ Silt ' Silly SnM/SnnA /— Ca• W i S.,A -_1 ... SSSM/SmA ............ S.MnMY sill Stiff Fine Cmin d C—n4d Said ._.. ._ study 5111 Sll(f Fim SQ —50.01 �`-+— SQ A1ax. Depth: 50.03 (ft) SBT. Soil Behavior Type (Robertson and Campanella 1900) Depth Inc.: 0.164 (ft) ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** LEIGHTON 8 ASSOC. ' Contractor :GREGG CPT Date : 02/01/97 07:50 Location : CPT -24-3846 Geologist : B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 ' Tot. Unit Wt. (avg) : 115 pcf DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) ----- (tsf)(tsfl deg N tsf 1 ------- 7.20 ------------------_ 0.04 0.58 ---------------________________________----------- 0.03 sensitive fine grained UNDFND UNDFD ----------- 3 .5 2 '22.56 0.26 1.14 0.08 sandy silt to clayey silt UNDFND UNDFD 9 1.7 ' 3 28.14 0.25 0.90 0.15 silty sand to sandy silt 50-60 40-42 9 UNDEFINED 4 43.40 0.39 0.89 0.21 silty sand to sandy silt 6D-70 42-44 14 UNDEFINED 5 40.43 0.41 1.01 0.26 silty sand to sandy silt 50-60 40-42 13 UNDEFINED 6 24.11 0.37 1.52 0.32 sandy silt to clayey silt UNDFND UNDFD 9 1.9 7 33.62 0.89 2.66 0.38 sandy silt to clayey silt UNDFND UNDFD 13 2.6 8 91.09 0.94 1.03 0.43 sand to silty sand 70-80 42-44 22 UNDEFINED 48.31 0.89 1.85 0.49 silty sand to sandy silt 50-60 38-40 15 UNDEFINED '9 10 17.52 0.41 2.31 0.55 clayey silt to silty clay UNDFND UNDFD 8 1.3 11 19.85 0.53 2.69 0.60 clayey silt to silty clay UNDFND UNDFD 10 1.5 12 23.89 0.56 2.36 0.66 sandy silt to clayey silt UNDFND UNDFD 9 1.8 '13 43.20 0.84 1.94 0.72 sandy silt to clayey silt UNDFND UNDFD 17 3.3 14 55.72 1.11 2.00 0.77 silty sand to sandy silt 50-60 36-38 18 UNDEFINED 15 21.49 0.82 3.81 0.83 silty clay to clay UNDFND UNDFD 14 1.6 54.57 1.41 2.59 0.89 sandy silt to clayey silt UNDFND UNDFD 21 4.2 '16 17 122.44 2.15 1.75 0.94 silty sand to sandy silt 70-80 38-40 39 UNDEFINED 18 119.70 1.26 1.06 1.00 sand to silty sand 70-80 38-40 29 UNDEFINED '19 20 46.21 29.96 1.43 0.69 3.10 2.31 1.06 1.11 sandy silt to clayey silt sandy silt to clayey silt UNDFND UNDFND UNDFD UNDFD 18 11 3.6 2.3 21 149.37 1.54 1.03 1.17 sand 70-80 38-40 29 UNDEFINED 22 258.80 1.88 0.73 1.24 sand >90 42-44 50 UNDEFINED '23 222.37 1.61 0.72 1.29 sand 80-90 40-42 43 UNDEFINED 24 209.93 1.40 0.67 1.35 sand 80-90 40-42 40 UNDEFINED 25 207.71 1.63 0.78 1.41 sand 80-90 40-42 40 UNDEFINED 26 274.62 2.04 0.74 1.47 sand >90 40-42 >50 UNDEFINED 27 283.10 3.56 1.26 1.53 sand >90 40-42 >50 UNDEFINED 28 264.56 1.75 0.66 1.58 sand 80-90 40-42 >50 UNDEFINED '29 30 246.49 317.97 1.89 2.08 0.77 0.66 1.64 1.70 sand gravelly sand to sand 80-90 >90 40-42 40-42 47 >50 UNDEFINED UNDEFINED 31 340.17 2.43 0.71 1.75 gravelly sand to sand >90 42-44 >50 UNDEFINED 32 317.03 2.45 0.77 1.81 sand >90 40-42 >50 UNDEFINED '33 315.79 2.77 0.88 1.87 sand >90 40-42 >50 UNDEFINED 34 275.66 3.49 1.27 1.92 sand 80-90 40-42 >50 UNDEFINED 35 254.65 2.08 0.82 1.98 sand 80-90 38-40 49 UNDEFINED 47.85 _ 0.45 0.94 2.04 silty sand to sandy silt <40 <30 15 UNDEFINED '36 37 41.50 1.72 4.14 2.09 clayey silt to silty clay UNDFND UNDFD 20 3.1 38 119.82 5.66 4.73 2.15 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 39 99.60 5.13 5.15 2.21 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 40 347.41 __________________ 6.87 1.98 2-26 sand to silty sand --__----- _---- >90 ____... 40-42 __-___ >50 --- ---_-------_______ UNDEFINED Or - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*> overconsolidated or cemented ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** ' LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT-24-3846 Page No. 2 ' -------------------------------------------------------------------------------------------------------------------------------------- DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) -------------------------------------------------------------•-•------------------------------.-.------------------------------------ (tsf) (tsf) (X) (tsf) (X) deg. N tsf ' 41 398.54 6.77 1.70 2.32 sand to silty sand >90 40-42 >50 UNDEFINED 42 236.73 8.66 3.66 2.38 sand to clayey sand I-) UNDFND UNDFD >50 UNDEFINED ' 43 421.28 8.19 1.94 2.44 sand to silty sand >90 40-42 >50 UNDEFINED 44 432.91 7.15 1.65 2.50 sand to silty sand >90 40-42 >50 UNDEFINED 45 242.81 6.42 2.64 2.56 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED ' 46 168.20 7.97 4.74 2.62 very stiff fine grained I-) UNDFND UNDFD >50 UNDEFINED 47 315.98 11.03 3.49 2.68 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 48 335.19 7.56 2.25 2.73 sand to silty sand 80-90 38-40 >50 UNDEFINED 49 218.24 8.72 4.00 2.79 sand to clayey sand (•) UNDFND UNDFD >50 UNDEFINED ' 50 277.72 9.57 3.45 2.85 send to clayey sand (•) UNDFND UNDFD >50 UNDEFINED -------------------------------------------------------------------------------------------------------------------------------------- ' Or - All sands (Jamiolkouski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 M overconsolidated or cemented ' "** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) *•'* 1 1 1 1 1 EGG LEIGHTON &c ASSOC. Site TEMECULA NALL E_ngtnel=r e. Ply Location CPT -25-3E335 Date u2i01i9:' 08:3,-' Ot tsf Fs tsf U psi Rf i SBT 0 500 0 10 0 35 0 10 0 1 -5. -10. -15. -30. -35. MELIA -45. -50.1 Max. Depth: 50.03 (ft) Depth Inc.: 0.101 (fl) Sund silty F.'w/Snmt Snnd Silly SmN/Smnl Gm tltm Snnd Silty Fnnd/SmM ' - Stiff Fine CmIuM 1 Silly Snnd/s—d SUP Soil Behavior 'type (Robertson and Campanella 1003) sm .. Sclmy silt Silty Sahli/SnllJ .. ....... S.'W' Silt silty Smd/Snnd Silt Smut, Silt Silty ('lily LS:ndy .. Silt pYI q 1t Snnd i ll....._._. tilt My 1�:'.iXtlXtl _ Silt Sund silty F.'w/Snmt Snnd Silly SmN/Smnl Gm tltm Snnd Silty Fnnd/SmM ' - Stiff Fine CmIuM 1 Silly Snnd/s—d SUP Soil Behavior 'type (Robertson and Campanella 1003) LEIGHTON & ASSOC. Contractor :GREGG CPT Date 02/01/97 08:37 Location : CPT -25-3835 Geologist B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 - Tot. Unit __________________________________________________________________________________ Wt. (avg) : 115 pcf 0.03 2 DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' (feet) (tsf) ---___-_(X) --_- (tsf) 1 __----(tsf) 12.53 0.11 0.85 0.03 2 23.88 0.72 2.99 0.08 3 78.57 1.61 2.04 0.15 4 193.20 3.54 1.83 0.21 5 158.08 3.94 2.49 0.26 6 130.50 3.23 2.47 0.32 7 89.18 1.92 2.16 0.38 8 84.12 0.86 1.02 0.43 9 108.63 1.12 1.03 0.49 10 102.82 0.95 0.93 0.55 11 70.57 1.32 1.87 0.60 12 116.57 3.35 2.88 0.66 13 64.47 0.94 1.47 0.72 14 23.65 0.80 3.38 0.77 15 79.86 1.57 1.97 0.83 16 265.75 2.20 0.83 0.89 17 292.03 2.21 0.76 0.94 18 208.56 1.37 0.66 1.00 19 44.40 0.70 1.57 1.06 20 27.67 0.55 1.98 1.11 21 40.03 1.01 2.52 1.17 22 27.17 1.07 3.94 1.24 23 61.35 1.82 2.96 1.29 24 264.77 2.52 0.95 1.35 25 228.50 2.16 0.94 1.41 26 232.01 2.08 0.90 1.47 27 166.03 1.40 0.84 1.53 28 219.65 2.24 1.02 1.58 29 343.47 3.80 1.11 1.64 30 290.05 3.95 1.36 1.70 31 180.36 2.04 1.13 1.75 32 248.68 2.15 0.86 1.81 33 317.86 2.70 0.85 1.87 34 301.39 2.52 0.84 1.92 35 260.27 2.28 0.88 1.98 36 362.94 5.14 1.42 2.04 37 261.79 2.59 0.99 2.09 38 273.25 1.78 0.65 2.15 39 248.27 1.49 0.60 2.21 40 276.60 1.77 0.64 2.26 Dr - All sands (Jamiolkowski at at. 1985) I --------------------------------L SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su _______(%)____-_ae9_______N __--_-__ tsf sandy silt to clayey silt UNDFND UNDFD 5 .9 clayey silt to silty clay UNDFND UNDFD 11 1.9 silty sand to sandy silt 80-90 46-48 25 UNDEFINED ' sand to silty sand >90 >48 46 UNDEFINED silty sand to sandy silt >90 46-48 >50 UNDEFINED silty sand to sandy silt >90 44-46 42 UNDEFINED silty sand to sandy silt 70-80 42-44 28 UNDEFINED , sand to silty sand 70-80 42-44 20 UNDEFINED sand to silty sand 70-80 42-44 26 UNDEFINED sand to silty sand 70-80 40-42 25 UNDEFINED ' silty sand to sandy silt 60-70 38-40 23 UNDEFINED sandy silt to clayey silt UNDFND UNDFD 45 9.2 silty sand to sandy silt 50-60 36-38 21 UNDEFINED ' clayey silt to silty clay UNDFND UNDFD 11 1.8 silty sand to sandy silt 60-70 36-38 25 UNDEFINED sand >90 44-46 >50 UNDEFINED sand >90 44-46 >50 UNDEFINED t sand 80-90 42-44 40 UNDEFINED silty sand to sandy silt 40-50 32-34 14 UNDEFINED sandy silt to clayey silt UNDFND UNDFD 11 2.1 ' sandy silt to clayey silt UNDFND UNDFD 15 3.1 silty clay to clay UNDFND UNDFD 17 2.0 sandy silt to clayey silt UNDFND UNDFD 24 4.8 ' sand >90 42-44 >50 UNDEFINED sand 80-90 40-42 44 UNDEFINED sand 80-90 40-42 44 UNDEFINED sand 70-80 38-40 32 UNDEFINED ' sand 80-90 40-42 42 UNDEFINED sand >90 42-44 >50 UNDEFINED sand 80-90 40-42 >50 UNDEFINED ' sand 70-80 38-40 35 UNDEFINED sand 80-90 40-42 48 UNDEFINED sand >90 40-42 >50 UNDEFINED ' sand 80-90 40-42 >50 UNDEFINED sand 80-90 38-40 50 UNDEFINED sand >90 40-42 >50 UNDEFINED sand 80-90 38-40 >50 UNDEFINED 1 sand 80-90 38-40 >50 UNDEFINED sand 80-90 38-40 48 UNDEFINED sand 80-90 38-40 >50 UNDEFINED ........................................ PHI - Durgunoglu and Mitchell 1975 ------------------------- Su: Nk= 12.5 I **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) *"I 1 LEIGHTON 8 ASSOC. ' Contractor :GREGG Location : CPT -25-3835 Page No. 2 ' I-) overconsolidated or cemented •**' Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 1 11 ----------------------------------------------------------------------------------------------------------------------------'...... DEPTH Dc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) (tsf) (tsf) M (tsf) M deg. N tsf --------------------------------------------------------------------------------------------........--....--.-......---------------- 297.82 3.04 1.02 2.32 sand 80-90 38-40 >50 UNDEFINED '41 42 421.00 8.73 2.07 2.38 sand to silty sand >90 40-42 >50 UNDEFINED 43 407.72 9.03 2.21 2.44 sand to silty sand >90 40-42 >50 UNDEFINED 44 45 363.33 241.09 7.54 10.34 2.07 4.29 2.50 2.56 sand to silty sand very stiff fine grained (*) >90 UNDFND 40-42 UNDFD >50 >50 UNDEFINED UNDEFINED 46 227.86 11.46 5.03 2.62 very stiff fine grained (') UNDFND UNDFD >50 UNDEFINED 47 350.09 6.21 1.77 2.68 sand to silty sand 80-90 38-40 >50 UNDEFINED t48 409.35 7.33 1.79 2.73 sand to silty sand >90 40-42 >50 UNDEFINED 49 395.44 6.91 1.75 2.79 sand to silty sand >90 40-42 >50 UNDEFINED 50 415.60 6.36 1.53 2.85 sand >90 40-42 >50 UNDEFINED ---------------------------------------------------------------------------------------------------------------------------------- Dr - All sands (Jamiolkowski at al. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' I-) overconsolidated or cemented •**' Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 1 11 LEIGHTON & ASSOC. Site : TEf1ECULA MALL Engineer : B. PIHA �- Location : CPT -26-3833 (late • 02i01i'37' 09:21 w -5. -10. -15. at tsf Fs tsf U psi 0 500 0 10 0 35 -30. -35. sm -45. RF % SBT 0 10 0 12 SarKv Slit Slit clayey Silt Silt a." Slit Slit Sm My Slit Slit Sllty Ila, ❑." Silt aay Silt Silt Cloy ..o y Slit Cloy 0.'3 y Sill Sondy Sill Silly Sand/Sand Snm Silty Snnd/Saml Saidv Silt Slit nay y Silt Stiff nM Smind Cemented Sa�W Sondy Slit Silly S—d/Saml S -W Silts fnM/Saml Max. Depth 50.08 (ft) SUP. Soil Behavior Type (Robertson and Campanella 1988) Depth Inc.: 0.161 (ft) ' Or - All sands (Uamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 LEIGHTON & ASSOC. ' Contractor :GREGG CPT Date : 02/01/97 09:21 Location : CPT -26-3833 Geologist : B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. Unit Wt. (avg) ---- _--- __---- _______________________________________________________________________________________________________________ : 115 pcf DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet)(isf)(tsf) - tsf _______ 1 ________ 11.18 _________________________ 0.13 1.12 ________________________________________ 0.03 sandy silt to clayey silt UNDFND --- ------N UNDFD 4 --- .8 '2 3 63.42 109.56 1.08 2.60 1.70 2.37 0.08 0.15 silty sand to sandy silt silty sand to sandy silt 80-90 >90 >48 >48 20 35 UNDEFINED UNDEFINED 4 86.99 2.14 2.46 0.21 silty sand to sandy silt 80-90 44-46 28 UNDEFINED 5 117.43 4.35 3.71 0.26 sandy silt to clayey silt UNDFND UNDFD 45 9.3 6 104.53 3.79 3.63 0.32 sandy sitt to clayey silt UNDFND UNDFD 40 8.3 7 118.99 3.69 3.10 0.38 sandy sitt to clayey silt UNDFND UNDFD 46 9.4 8 77.59 2.60 3.35 0.43 sandy silt to clayey silt UNDFND UNDFD 30 6.1 9 40.41 1.51 3.73 0.49 clayey silt to silty clay UNDFND UNDFD 19 3.1 10 34.48 1.24 3.58 0.55 clayey silt to silty clay UNDFND UNDFD 17 2.7 11 92.32 2.57 2.78 0.60 sandy silt to clayey silt UNDFND UNDFD 35 7.3 79.65 2.40 3.02 0.66 sandy silt to clayey silt UNDFND UNDFD 31 6.3 '12 13 89.44 2.38 2.66 0.72 sandy silt to clayey silt UNDFND UNDFD 34 7.0 14 30.30 1.21 3.99 0.77 silty clay to clay UNDFND UNDFD 19 2.3 15 20.00 0.57 2.85 0.83 clayey silt to silty clay UNDFND UNDFD 10 1.5 16 53.34 1.71 3.20 0.89 sandy silt to clayey silt UNDFND UNDFD 20 4.1 1 17 98.25 2.72 2.77 0.94 sandy silt to clayey silt UNDFND UNDFD 38 7.7 18 80.25 2.41 3.00 1.00 .sandy silt to clayey silt UNDFND UNDFD 31 6.3 t19 20 50,44 17.29 1.66 0.44 3.29 2.53 1.06 1.11 sandy silt to clayey silt clayey silt to silty clay UNDFND UNDFND UNDFD UNDFD 19 8 3.9 1.2 21 41.79 1.51 3.61 1.17 clayey silt to silty clay UNDFND UNDFD 20 3.2 22 24.03 1.00 4.15 1.24 silty clay to clay UNDFND UNDFD 15 1.8 23 22.54 1.04 4.60 1.29 clay UNDFND UNDFD 22 1.6 24 112.16 3.31 2.95 1.35 sandy silt to clayey silt UNDFND UNDFD 43 8.8 25 267.85 7.07 2.64 1.41 silty sand to sandy silt 80-90 40-42 >50 UNDEFINED 26 280.38 6.44 2.30 1.47 silty sand to sandy silt >90 40-42 >50 UNDEFINED 27 234.80 3.35 1.43 1.53 sand to silty sand 80-90 40-42 >50 UNDEFINED 28 218.37 2.51 1.15 1.58 sand 80-90 40-42 42 UNDEFINED '29 30 240.73 252.01 2.65 2.30 1.10 0.91 1.64 1.70 sand sand 80-90 80-90 40-42 40-42 46 48 UNDEFINED UNDEFINED 31 288.73 2.18 0.76 1.75 sand 80-90 40-42 >50 UNDEFINED 32 296.94 2.61 0.88 1.81 sand 80-90 40-42 >50 UNDEFINED '33 347.81 3.39 0.98 1.87 sand >90 40-42 >50 UNDEFINED 34 337.22 3.11 0.92 1.92 sand >90 40-42 >50 UNDEFINED 35 282.08 2.47 0.87 1.98 sand 80-90 40-42 >50 UNDEFINED 258.97 2.00 0.77 2.04 sand 80-90 38-40 50 UNDEFINED '36 37 164.96 1.89 1.15 2.09 sand to silty sand 70-80 36-38 40 UNDEFINED 38 53.19 1.04 1.96 2.15 silty sand to sandy silt <40 <30 17 UNDEFINED 39 69.09 2.01 2.91 221 sandy silt to clayey silt UNDFND UNDFD 26 5.3 40 48.75 - 1.35 2.76 2.26 __________________________________________________________ sandy silt to clayey silt UNDFND UNDFD 19 3.7 -_---- ' Or - All sands (Uamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 LEIGHTON & ASSOC. Contractor :GREGG Location : CPT -26-3833 Page No. 2 ' -------------------------------------------------------------------------------------------------------------------------------------- DEPTH Oc (avg) Is (avg) Rf (avg) SIGW SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su , (feet) (tsf) (tsf) (X) (tsf) M deg. N tsf -------------------------------------------------------------------------------------------------------------------------------------- 41 56.56 2.19 3.87 2.32 clayey silt to silty clay UNDFND UNDFD 27 4.3 42 134.12 6.05 4.51 2.38 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED ' 43 290.34 10.72 3.69 2.44 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 44 389.24 7.43 1.91 2.50 sand to silty sand >90 40-42 >50 UNDEFINED 45 438.08 8.02 1.83 2.56 sand to silty sand >90 40-42 >50 UNDEFINED ' 46 445.02 7.47 1.68 2.62 sand to silty sand >90 40-42 >50 UNDEFINED 47 422.67 6.53 1.54 2.68 sand >90 40-42 >50 UNDEFINED 48 422.19 6.76 1.60 2.73 sand >90 40-42 >50 UNDEFINED 49 434.93 6.31 1.45 2.79 sand >90 40-42 >50 UNDEFINED ' 50 385.70 5.84 1.51 2.85 sand >90 40-42 >50 UNDEFINED ---------------------------------------------------------------------------------------------------------------------------------- ' Dr - All sands (Jamiolkowski et a(. 1985) PHI Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overcohsolidated or cemented ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 1 1 1 1 11 GREGG Ot tsf Fs tsf U psi Rf % 5BT 0 500 0 10 0 35 0 10 0 1 -0.0k ori 11 m a 111111 1 1 —5. —10. —15. Y 1i Q � -L5. -30. -35. Im -45. —50. Max. Depth: 50.03 (B) Depth Inc.: 0.161 (it) Slit Stiff Fine U -b I G�renlM ceM Stiff Firc I:mined C—MM Send Slit, FSM/Feud ': SnMy Slit 'wt ........_ Snnd Silty Snnd/Send 6—onQ Slit SIILY S.ml/S—A S. 4y Sill .. ...........-_... ..-..... SIILY Fnnd/San.1 SnrK Silt SIILY S^nd/Soml Snnd, Slit Sllly SeM/Send n,Y�AfA �:y,},q qd Snnd ._.. ...._.._-j.__....._.._ ._. _. Silty Sa,WiSenA _ Snnd Sill SIILY FaM/6mN e Sllty Send/Snnd iii SoM : Silly Sond/3nnd T Stiff Fire I:mlued ..... _........... ........ Silty S'aM/Sand �..�...... slit Sa 4Y Sat bill y.._...___ Stiff Fire I:nl,.ed SnndY Silt Silly Sond/Sand Silt S. /mInm nd Stiff Mo ';Snnd Stiff Fine Gm6wA —r Sundt' SiltL Stiff Fine—I:relud Behavior Type (Robertson and Campanella 1000) SBP: Soil **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) ***' I LEIGHTON & ASSOC. Contractor :GREGG CPT Date : 02/01/97 10:11 Location : CPT -27-3827 Geologist : B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf DEPTH _---- _--- _----- ___ Dc (avg) --- _______________________________________________________________________________________________________ Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) X) _________--------- N tsf 1 ______Cts-) ---____Cts-) 10.34 ------------------------- 0.07 0.66 0.03 -----_____.________-..`_____-ae9 sandy silt to clayey silt UNDFND UNDFD 4 .8 2 14.81 0.16 1.07 0.08 sandy silt to clayey silt UNDFND UNDFD 6 1.1 3 108.92 4.05 3.72 0.15 sandy silt to clayey silt UNDFND UNDFD 42 8.7 ' 4 210.88 8.74 4.15 0.21 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 5 212.70 8.37 3.94 0.26 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 6 187.55 7.67 4.09 0.32 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED ' 7 172.50 6.76 3.92 0.38 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 8 174.19 4.06 2.33 0.43 silty sand to sandy silt >90 44-46 >50 UNDEFINED 9 139.21 2.53 1.82 0.49 sand to silty sand 80-90 44-46 33 UNDEFINED 10 154.85 1.20 0.78 0.55 sand 80-90 42-44 30 UNDEFINED ' 11 137.85 1.27 0.92 0.60 sand 80-90 42-44 26 UNDEFINED 12 121.75 2.16 1.77 0.66 silty sand to sandy silt 70-80 40-42 39 UNDEFINED 13 91.33 1.66 1.82 0.72 silty sand to sandy silt 60-70 38-40 29 UNDEFINED ' 14 93.58 1.40 1.50 0.77 silty sand to sandy silt 60-70 38-40 30 UNDEFINED 15 82.69 1.64 1.99 0.83 silty sand to sandy silt 60-70 38-40 26 UNDEFINED 16 106.85 1.44 1.34 0.89 sand to silty sand 70-80 38-40 26 UNDEFINED 17 54.15 1.11 2.05 0.94 silty sand to sandy silt 40-50 34-36 17 UNDEFINED ' 18 63.52 0.93 1.46 1.00 silty sand to sandy silt 50-60 34-36 20 UNDEFINED 19 76.13 1.26 1.65 1.06 silty sand to sandy silt 50-60 36-38 24 UNDEFINED 20 82.22 1.65 2.01 1.11 silty sand to sandy silt 50-60 36-38 26 UNDEFINED ' 21 144.28 2.25 1.56 1.17 sand to silty sand 70-80 38-40 35 UNDEFINED 22 49.41 0.51 1.02 1.24 silty sand to sandy silt 40-50 32-34 16 UNDEFINED 23 99.34 1.11 1.12 1.29 sand to silty sand 60-70 36-38 24 UNDEFINED ' 24 107.64 1.42 1.32 1.35 sand to silty sand 60-70 36-38 26 UNDEFINED 25 176.90 2.08 1.18 1.41 sand 70-80 38-40 34 UNDEFINED 26 227.75 5.17 2.27 1.47 silty sand to sandy silt 80-90 40-42 >50 UNDEFINED 27 245.70 3.96 1.61 1.53 sand to silty sand 80-90 40-42 >50 UNDEFINED 28 209.14 1.76 0.84 1.58 sand 80-90 38-40 40 UNDEFINED 29 30 162.52 126.29 1.15 0.62 0.71 0.49 1.64 1.70 sand sand 70-80 60-70 38-40 36-38 31 24 UNDEFINED UNDEFINED ' 31 103.11 0.59 0.57 1.75 sand 50-60 34-36 20 UNDEFINED 32 193.82 1.18 0.61 1.81 sand 70-80 38-40 37 UNDEFINED 33 169.38 3.05 1.80 1.87 sand to silty sand 70-80 36-38 41 UNDEFINED , 34 112.25 5.17 4.61 1.92 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 35 226.82 6.72 2.96 1.98 silty sand to sandy silt 80.90 38-40 >50 UNDEFINED 36 206.35 4.73 2.29 2.04 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 37 102.18 3.85 3.76 2.09 sandy silt to clayey silt UNDFND UNDFD 39 8.0 , 38 118.97 3.87 3.25 2.15 sandy silt to clayey silt UNDFND UNDFD 46 9.3 39 193.33 4.31 2.23 2.21 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 40 66.48 3.43 5.15 2.26 very stiff fine grained (*) ___---- _----- _---- _------- _--- _____------ UNDFND ____----- UNDFD >50 ____--- _______________ UNDEFINED Dr - All sands (Jamio(kowski at al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 , (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) ***' I LEIGHTON 8 ASSOC. ' Contractor :GREGG Location : CPT -27-3827 Page No. 2 -------------------- DEPTH Gc (avg) ---------------------- SOIL BEHAVIOUR TYPE (feet) (tsf) -------------------- 41 150.16 (X) 42 235.69 2.32 43 224.13 6.30 44 342.58 silty sand to sandy silt 45 197.30 2.57 46 251.25 70-80 47 147.51 2.50 48 135.79 7.20 49 154.03 sand to clayey sand (*) 50 135.43 1 1 1 ------------------------------------------------------- Fs (avg) Rf (avg) SIGV' ---------------------- SOIL BEHAVIOUR TYPE Eq - Dr (tsf) (X) (tsf) UNDEFINED (X) ------------------------------------------------------------------------------ 5.82 3.88 2.32 sand to clayey sand (*) UNDFND 6.30 2.67 2.38 silty sand to sandy silt 70-80 5.76 2.57 2.44 silty sand to sandy silt 70-80 6.40 1.87 2.50 sand to silty sand 80-90 7.20 3.65 2.56 sand to clayey sand (*) UNDFND 5.96 2.37 2.62 silty sand to sandy silt 70-80 5.73 3.88 2.68 sand to clayey sand (*) UNDFND 6.03 4.44 2.73 very stiff fine grained (*) UNDFND 7.38 4.79 2.79 very stiff fine grained (*) UNDFND 6.52 4.81 2.85 very stiff fine grained (*) UNDFND Dr - All sands (Jamiolkowski at at. 1985) ---------------------------- PHI SPT Su deg. N tsf ----------------------------- NDFD >50 UNDEFINED 8-40 >50 UNDEFINED 6-38 >50 UNDEFINED 0-42 >50 UNDEFINED NDFD >50 UNDEFINED 6-38 >50 UNDEFINED NDFD >50 UNDEFINED NDFD >50 UNDEFINED NDFD >50 UNDEFINED NDFD ----------------------------- >50 UNDEFINED PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** EGG [.EIGHTON & ASSOC. Site : TEf1ECULA MALL Engineer : B. PIHA — Location : CPT -28-3812 '-- Date : 02i01i37 10-47 at tsf 0 -0. -5. -10. Fs tsf U psi 500 0 10 0 35 0 n." Slit ((`� � l sSlitY sl —15.0 ......._ ......... ... .... ............ ......_.... _..'......._.... !.. ........ ....... nnmy Slit i i—� Slit sndy cn llw/snw .-. ..�—.� �....._.. ........ ..� i......... ..._ ' IIIVI SIR Snwy Silt .N illYc aw/sw Q : 6owY Silt LS.O ......... .. ; _._..... ... .... ......__....._ t..i ._. SIII Sz n1Silt Silt -30.0 ............. ..... _....... .....__..... __....... .. —35.0 ._ ...... �m ssnmm> snwL ena Silt, Saw/Seaxl dSilt Stiff n rc S .I:nLmi 61FY Silt -40.0............. .._...__...._..- .. ... _ ......._ __........' ._..........__.. snw Cz� Snwy Sill Stiff FlI (; Wad -45.0 _..__............ ....... .... ...... ... So Sl SOI. Sow/.Snw sn w . .. _. snwy silt Glyn.. sl¢> Snw/sn.a —50.01 1 silt Max. Depth: 50.03 (ft) Delia dor Type (Robertson 1988) SIM. Soil and Campanella Depth Inc.: 0.164 (ft) 1 LEIGHTON 8 ASSOC. ' Contractor :GREGG CPT Date : 02/01/97 10:47 Location : CPT -28-3812 Geologist : B. RIHA Site : TEMECULA HALL Water table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf __________________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI ( (tsf) deg. ------------------------------ 1 19.64 -------------------------------------------------------- 0.30 1.52 0.03 sandy silt to clayey silt UNDFND UNDFD 2 32.65 1.24 3.79 0.08 clayey silt to silty clay UNDFND UNDFD 3 162.60 4.21 2.59 0.15 silty sand to sandy silt >90 >48 4 151.61 3.36 2.22 0.21 silty sand to sandy silt >90 >48 5 126.85 2.59 2.04 0.26 silty sand to sandy silt >90 46-48 6 128.21 2.60 2.03 0.32 silty sand to sandy silt >90 44-46 7 136.74 2.49 1.82 0.38 silty sand to sandy silt 80-90 44-46 8 150.76 3.06 2.03 0.43 silty sand to sandy silt >90 44-46 159.85 3.29 2.06 0.49 silty sand to sandy silt >90 44-46 '9 10 82.67 1.75 2.11 0.55 silty sand to sandy silt 60-70 40-42 11 28.92 0.88 3.03 0.60 clayey silt to silty clay UNDFND UNDFD 42.00 0.90 2.13 0.66 sandy silt to clayey silt UNDFND UNDFD '12 13 44.89 0.86 1.91 0.72 sandy silt to clayey silt UNDFND UNDFD 14 45.74 0.63 1.37 0.77 silty sand to sandy silt 40-50 34-36 15 19.20 0.45 2.34 0.83 clayey silt to silty clay UNDFND UNDFD 19.40 0.60 3.08 0.89 clayey silt to silty clay UNDFND UNDFD '16 17 78.07 0.68 0.88 0.94 sand to silty sand 60-70 36-38 18 200.36 1.55 0.77 1.00 sand 80-90 42-44 88.31 1.73 1.96 1.06 silty sand to sandy silt 60-70 36-38 '19 20 29.73 0.75 2.51 1.11 sandy silt to clayey silt UNDFND UNDFD 21 64.89 1.17 1.80 1.17 silty sand to sandy silt 50-60 34-36 22 82.97 1.30 1.57 1.24 silty sand to sandy silt 50-60 34-36 23 127.70 1.81 1.42 1.29 sand to silty sand 60-70 38-40 24 177.51 3.71 2.09 1.35 silty sand to sandy silt 70-80 38-40 25 50.43 1.76 3.50 1.41 clayey silt to silty clay UNDFND UNDFD 65.45 2.14 3.26 1.47 sandy silt to clayey silt UNDFND UNDFD '26 27 88.92 2.37 2.66 1.53 sandy silt to clayey silt UNDFND UNDFD 28 53.61 1.87 3.48 1.58 clayey silt to silty clay UNDFND UNDFD 29 30 140.49 234.64 2.58 2.65 1.84 1.13 1.64 1.70 silty sand to sandy silt sand 60-70 80-90 36-38 40-42 31 256.50 2.41 0.94 1.75 sand 80-90 40-42 32 192.59 1.60 0.83 1.81 sand 70-80 38-40 '33 198.10 1.45 0.73 1.87 sand 70-80 38-40 34 159.64 1.26 0.79 1.92 sand 70-80 36-38 35 158.79 1.91 1.20 1.98 sand to silty sand 70-80 36-38 169.15 1.71 1.01 2.04 sand 70-80 36-38 '36 37 80.26 3.05 3.81 2.09 clayey silt to silty clay UNDFND UNDFD 38 64.63 3.63 5.62 2.15 very stiff fine grained (*) UNDFND UNDFD 39 64.12 3.10 4.83 2.21 very stiff fine grained (*) UNDFND UNDFD '-----------280-29---------5.67---------2.02---------2-26------- 40 sand to silty sand ---------- 80-90 38-40 SPT Su N tsf ----------------- 8 1.5 16 2.6 >50 UNDEFINED 48 UNDEFINED 41 UNDEFINED 41 UNDEFINED 44 UNDEFINED 48 UNDEFINED >50 UNDEFINED 26 UNDEFINED 14 2.2 16 3.3 17 3.5 15 UNDEFINED 9 1.4 9 1.4 19 UNDEFINED 38 UNDEFINED 28 UNDEFINED 11 2.2 21 UNDEFINED 26 UNDEFINED 31 UNDEFINED >50 UNDEFINED 24 3.9 25 5.1 34 6.9 26 4.1 45 UNDEFINED 45 UNDEFINED 49 UNDEFINED 37 UNDEFINED 38 UNDEFINED 31 UNDEFINED 38 UNDEFINED 32 UNDEFINED 38 6.2 >50 UNDEFINED >50 UNDEFINED >50 UNDEFINED Dr - ALL sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** C� 1 LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT-28-3812 Page No. 2 ' -------------------------------------------------------------------------------------------------------------------------------------- DEPTH Dc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT SU (feet) (tsf) (tsf) (X) (tsf) (X) deg. N tsf ' -------------------------------------------------------------------------------------------------------------------------------------- 41 246.08 4.20 1.71 2.32 sand to silty sand 80-90 38-40 >50 UNDEFINED 42 112.30 3.31 2.95 2.38 sally silt to clayey silt UNDFND UNDFD 43 8.7 ' 43 119.76 5.02 4.19 2.44 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 44 248.76 6.87 2.76 2.50 silty sand to sandy silt 70-80 38-40 >50 UNDEFINED 45 244.47 7.08 2.89 2.56 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED 46 319.26 6.18 1.94 2.62 sand to silty sand 80-90 38-40 >50 UNDEFINED 47 225.24 7.79 3.46 2.68 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 48 297.99 6.10 2.05 2.73 sand to silty sand 80-90 38-40 >50 UNDEFINED 49 413.36 7.19 1.74 2.79 sand to silty sand >90 40-42 >50 UNDEFINED ' 50 343.61 8.57 2.50 2.85 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED ------------------------------------------------------------------------------------------------------------------------------- i Dr - Al( sands (Jamiolkowski et al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented ' Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) '*** 1 1 1 1 GRA at tsf Fs tsf U psi Rf % SBT 0 500 0 10 0 35 0 10 0 1 -0.01, ice I I I I I I I I mTrr B i l i "I I I I I HIM -5. -10. -15. L d o -G5. -30. -35. -45. -50. Max. Depth: 50.03 (fl) Depth life.: 0.16-t (ft) Silty Snnd/Snnl Snnd Silty Sond/SnM 0.", Slit . _.::.I: silt, SeM/ M IS SOM nnpey Silt Sill, S.M/Snnd .: v.•:'%......__ SOMy Slit SnMy Silt Stiff Rile Vmhmd . .... ,. Silt a.", Sill Sill Silt, SeM/Send .-..... .- Sm AQ Silt 0." Silt Sul .I .'. snnyr silt silt Silly SOM/Serol s My Sill Silty Snnd/Snnl Snnd Silty Sond/SnM silty Sand/$nml ) I (� Cnnrnl�l Snnd SF3T: Soil Behavior Type (Robertson and Campanella 1066) . _.::.I: SaM, Silt silt nnpey Silt Stiff Rm II mIuN .: v.•:'%......__ SOMy Slit Stiff Rile Vmhmd . .... ,. Sandy Slit silty Sand/$nml ) I (� Cnnrnl�l Snnd SF3T: Soil Behavior Type (Robertson and Campanella 1066) Dr - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **I 1 LEIGHTON 8 ASSOC. Contractor :GREGG CPT Date : 02/01/97 12:16 ' Location : CPT -29-3788 Geologist : B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. _____________________________________________________________________________________________________________________________ Unit Wt. (avg) : 115 pcf DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) --___ (tsf) ____-. (tsf) (X)(isf) M deg. tsf 1 11.24 _______ 0.21 --------_ 1.87 __________________________________________ 0.03 clayey silt to silty clay UNDFND .---__N UNDFD ________ 5 .8 2 15.61 0.44 2.85 0.08 clayey silt to silty clay UNDFND UNDFD 7 1.2 3 105.05 0.36 0.34 0.15 sand >90 >48 20 UNDEFINED ' 4 84.71 0.99 1.16 0.21 sand to silty sand 80-90 44-46 20 UNDEFINED 5 69.35 1.60 2.30 0.26 silty sand to sandy silt 70-80 42-44 22 UNDEFINED 6 58.68 1.84 3.14 0.32 sandy silt to clayey silt UNDFND UNDFD 22 4.6 ' 7 61.16 2.05 3.35 0.38 sandy silt to clayey silt UNDFND UNDFD 23 4.8 8 70.38 1.84 2.61 0.43 sandy silt to clayey silt UNDFND UNDFD 27 5.5 9 82.88 1.17 1.41 0.49 silty sand to sandy silt 70-80 40-42 26 UNDEFINED 10 102.15 1.36 1.33 0.55 sand to silty sand 70-80 40-42 24 UNDEFINED ' 11 75.66 1.69 2.23 0.60 silty sand to sandy silt 60-70 38-40 24 UNDEFINED 12 57.74 1.10 1.91 0.66 silty sand to sandy silt 50-60 36-38 18 UNDEFINED 13 19.24 0.52 2.72 0.72 clayey silt to silty clay UNDFND UNDFD 9 1.4 , 14 44.32 1.26 2.83 0.77 sandy silt to clayey silt UNDFND UNDFD 17 3.4 15 110.17 2.08 1.89 0.83 silty sand to sandy silt 70-80 38-40 35 UNDEFINED 16 114.34 2.19 1.91 0.89 silty sand to sandy silt 70-80 38-40 37 UNDEFINED 17 128.08 2.74 2.14 0.94 silty sand to sandy silt 70-80 40-42 41 UNDEFINED ' 18 180.69 3.78 2.09 1.00 silty sand to sandy silt 80-90 40-42 >50 UNDEFINED 19 241.70 5.61 2.32 1.06 silty sand to sandy silt >90 42-44 >50 UNDEFINED 20 265.96 4.90 1.84 1.11 sand to silty sand >90 42-44 >50 UNDEFINED ' 21 244.64 4.08 1.67 1.17 sand to silty sand >90 42-44 >50 UNDEFINED 22 217.69 3.30 1.51 1.24 sand to silty sand 80-90 40-42 >50 UNDEFINED 23 233.61 3.96 1.70 1.29 sand to silty sand 80-90 40-42 >50 UNDEFINED ' 24 214.36 3.10 1.45 1.35 sand to silty sand 80-90 40-42 >50 UNDEFINED 25 251.94 4.15 1.65 1.41 sand to silty sand 80-90 40-42 >50 UNDEFINED 26 267.72 3.35 1.25 1.47 sand 80-90 40-42 >50 UNDEFINED 27 250.31 3.44 1.37 1.53 sand 80-90 40-42 48 UNDEFINED ' 28 240.66 3.80 1.58 1.58 sand to silty sand 80-90 40-42 >50 UNDEFINED 29 217.35 2.79 1.28 1.64 sand 80-90 38-40 42 UNDEFINED 30 267.49 4.83 1.81 1.70 sand to silty sand 80-90 40-42 >50 UNDEFINED ' 31 211.96 2.46 1.16 1.75 sand 80-90 38-40 41 UNDEFINED 32 214.97 1.78 0.83 1.81 sand 80-90 38-40 41 UNDEFINED 33 250.82 2.55 1.02 1.87 sand 80-90 38-40 48 UNDEFINED ' 34 235.80 2.27 0.96 1.92 sand 80-90 38-40 45 UNDEFINED 35 196.31 1.58 0.81 1.98 sand 70-80 38-40 38 UNDEFINED 36 223.37 2.06 0.92 2.04 sand 70-80 38-40 43 UNDEFINED 37 176.48 3.41 1.93 2.09 sand to silty sand 70-80 36-38 42 UNDEFINED ' 38 63.93 1.76 2.75 2.15 sandy silt to clayey silt UNDFND UNDFD 24 4.9 39 82.19 3.78 4.60 2.21 ver stiff fine rained ( ) Y 9 * UNDFND UNDFD >50 UNDEFINED 40 226.48 ------ _________---- 6.44 ___________ 2.84 2.26 ___...... silty sand to sandy silt _.... ......... _.... __._........ 70-80 ___._..... 38-40 ____--- >50 ____--------- UNDEFINED _____ ' Dr - All sands (Jamiolkowski et at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **I LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -29-3788 Page No. 2 ---------------------------------------------------- DEPTH Oc (avg) Fs (avg) Rf (avg) _----------------------------------------------------------------- SLGV' SOIL BEHAVIOUR TYPE Eq - Or PHI ________________ SPT Su (feet) (tsf) (tsf) (%) (tsf) (%) deg. _--------------- N tsf ________________ ---------------------------------------------------- 171.26 6.10 3.56 _------------------------------------------------- 2.32 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED '41 42 262.61 7.78 2.96 2.38 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 43 270.86 7.48 2.76 2.44 silty sand to sandy silt 80-90 38-40 >50 UNDEFINED 410.51 7.76 1.89 2.50 sand to silty sand >90 40-42 >50 UNDEFINED '44 45 419.58 8.33 1.98 2.56 sand to silty sand >90 40-42 >50 UNDEFINED 46 411.82 8.30 2.01 2.62 sand to silty sand >90 40-42 >50 UNDEFINED 47 393.70 7.08 1.80 2.68 sand to silty sand >90 40-42 >50 UNDEFINED 48 424.71 8.67 2.04 2.73 sand to silty sand >90 40-42 >50 UNDEFINED 49 452.99 10.55 2.33 2.79 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 50 442.37 10.54 2.38 2.85 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED _____________________________________________________________________________________________________________________________________ Or - ALL sands (JamioLkowski et at. 1985) PHI DurgunogLu and Mitchell 1975 Su: Nk= 12.5 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 EGG LE I [IGHTON & ASSOC. Site : TEMECULA NOLL Engineer : E. PIHA Location : CPT-30-3789Mail, : 02i01i9�- 13:11-' ut tsf 0 -0. -5. -10. —15. 500 Fs tsf 0 10 U psi 0 35 I Rf % SBT 10 0 11 I I [IlH silt O.'y Silt Silt S.My Silt Silty Clay 0.', Slit Stiff rim Grab'� silt, S.'A/SaW Sam Slit cl. Sand Sill 0) O -25. 0 0." Silt Silty yand/Sond 30.0 ........... ......... . ....... ........ S,r4y silt Silt, S.Ws.tal —35.0 ........ - .... ............ Snrul SIRY.nd/S..1 S —40.0 Silt oal'y Silt J-� Stiff M— G -Ink! 2— Oft,,y Silt —45.0...... .......... ........ ...... Stiff fla� (3-taki Stiff Fine GaivM Silt, Sam/Sam —50.0 Max. Depth: 50.03 (ft) SIRP Soil Behavior Type (Robertson and Campanella 1988) Depth Inc: 0.18-t (ft) Or - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 *** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** I LEIGHTON & ASSOC. tContractor :GREGG CPT Date 02/01/97 13:17 Location : CPT-30-3784 Geologist B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf _________________________________________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) -----___-___ (tsf)(isf) ____________________ deg- N tsf 1 12.75 0.15 1.20 ___--_________-_-------__-_____________--- 0.03 sandy silt to clayey silt UNDFND -_-__- UNDFD ----------------------- 5 1.0 2 12.56 0.29 2.27 0.08 clayey silt to silty clay UNDFND UNDFD 6 .9 3 26.08 0.56 2.13 0.15 sandy silt to clayey silt UNDFND UNDFD 10 2.0 4 54.85 1.06 1.93 0.21 silty sand to sandy silt 70-80 42-44 18 UNDEFINED 5 31.54 1.34 4.24 0.26 silty clay to clay UNDFND UNDFD 20 2.5 53.00 2.63 4.96 0.32 silty clay to clay UNDFND UNDFD 34 4.2 '6 7 79.68 3.42 4.30 0.38 clayey silt to silty clay UNDFND UNDFD 38 6.3 8 126.29 2.75 2.18 0.43 silty sand to sandy silt 80-90 44-46 40 UNDEFINED '9 10 190.92 199.39 1.50 1.59 0.79 0.80 0.49 0.55 sand sand >90 >90 44-46 44-46 37 38 UNDEFINED. UNDEFINED 11 188.42 1.36 0.72 0.60 sand >90 44-46 36 UNDEFINED 12 197.11 1.71 0.87 0.66 sand >90 44-46 38 UNDEFINED '13 188.40 1.83 0.97 0.72 sand 80-90 42-44 36 UNDEFINED 14 190.19 1.55 0.81 0.77 sand 80-90 42-44 36 UNDEFINED 15 162.20 1.24 0.76 0.83 sand 80-90 42-44 31 UNDEFINED 177.12 1.09 0.61 0.89 sand 80-90 42-44 34 UNDEFINED '16 17 160.34 0.96 0.60 0.94 sand 80-90 40-42 31 UNDEFINED 18 150.37 0.92 0.61 1.00 sand 70-80 40-42 29 UNDEFINED t19 20 . 25.87 23.00 0.60 0.37 2.33 1.61 1.06 1.11 sandy silt to clayey silt sandy silt to clayey silt UNDFND UNDFND UNDFD UNDFD 10 9 1.9 1.7 21 49.87 1.10 2.20 1.17 sandy silt to clayey silt UNDFND UNDFD 19 3.8 22 33.56 0.95 2.83 1.24 sandy silt to clayey silt UNDFND UNDFD 13 2.5 '23 54.11 1.39 2.57 1.29 sandy silt to clayey silt UNDFND UNDFD 21 4.2 24 84.79 1.67 1.97 1.35 silty sand to sandy silt 50-60 34-36 27 UNDEFINED 25 29.13 0.73 2.51 1.41 sandy silt to clayey silt UNDFND UNDFD 11 2.2 38.72 1.54 3.99 1.47 clayey silt to silty clay UNDFND UNDFD 19 2.9 '26 27 118.22 2.20 1.86 1.53 silty sand to sandy silt 60-70 36-38 38 UNDEFINED 28 129.39 2.83 2.18 1.58 silty sand to sandy silt 60-70 36-38 41 UNDEFINED 29 106.26 2.85 2.68 1.64 silty sand to sandy silt 60-70 34-36 34 UNDEFINED 30 120.14 2.43 2.02 1.70 silty sand to sandy silt 60-70 36-38 38 UNDEFINED 31 148.38 3.26 2.20 1.75 silty sand to sandy silt 60-70 36-38 47 UNDEFINED. 32 171.94 4.07 2.37 1.81 silty sand to sandy silt 70-80 36-38 >50 UNDEFINED '33 235.08 3.44 1.46 1.87 sand to silty sand 80-90 38-40 >50 UNDEFINED 34 159.25 2.13 1.34 1.92 sand to silty sand 70-80 36-38 38 UNDEFINED 35 167.03 2.10 1.26 1.98 sand to silty sand 70-80 36-38 40 UNDEFINED 242.36 _ 2.16 0.89 2.04 sand 80-90 38-40 46 UNDEFINED '36 37 244.07 2.15 0.88 2.09 sand 80-90 38-40 47 UNDEFINED 38 256.29 4.00 1.56 2.15 sand to silty sand 80-90 38-40 >50 UNDEFINED 39 29.84 0.88 2.94 2.21 clayey silt to silty clay UNDFND UNDFD 14 2.2 ' 40 101.82 _.._ 2.97 2.92- 2.26 .... _____----- sandy silt to clayey silt _---- ____------ _---- ______...... UNDFND ____..... UNDFD _______ 39- 7.9 Or - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 *** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** I 11 1 1 11 ' LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -30-3784 Page No. 2 ' ---------------------------------------------------------- DEPTH Oc (avg) Fs (avg) Rf (avg) --------------------------------------------------------------------------- SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) -------------------------------------------- (tsf) (tsf) M '--------------------------------------- (tsf) (X) deg. N tsf ' 41 78.67 2.56 3.26 2.32 '---------------------------------------__...----- sandy silt to clayey silt UNDFND UNDFD 30 6.1 42 60.26 2.37 3.93 2.38 clayey silt to silty clay UNDFND UNDFD 29 4.6 ' 43 100.64 5.26 5.23 2.44 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED 44 58.36 2.05 3.51 2.50 clayey silt to silty clay UNDFND UNDFD 28 4.4 45 103.13 4.63 4.49 2.56 very stiff fine grained (*) UNDFND UNDFD >50 UNDEFINED. ' 46 299.98 7.34 2.45 2.62 silty sand to sandy silt 80-90 38-40 >50 UNDEFINED 47 197.43 7.22 3.66 2.68 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 48 299.07 8.70 2.91 2.73 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED 49 487.49 9.80 2.01 2.79 sand to silty sand >90 40-42 >50 UNDEFINED , 50 ------------------------------------------------------------------- 455.90 9.39 2.06 2.85 sand to silty sand >90 40-42 >50 UNDEFINED Dr - All sands (Jamiolkowski at al. 1985) PHI Dur uno lu and Mitchell 1975 9 9 Su: Nk= 12.5 (*) overconsolidated or cemented , `*** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 11 1 1 11 - --- - --- -----------...----- GREGG LCICiHTON & SOC. Site : TEMECULA MALL Engineer : f3. PI HA Location CPT -31-3792 OatP O2i01i9i 13:5£3 Ot tsf Fs tsf U psi RF % 5BT 0 500 0 10 0 35 0 10 0 1 -0.01, . I I I. I I I........ 1--. 1 1.. 1 ..-..-• I I I -5. -10. -15. c Q o -25. -30. -35. EM -45. -50 . i_ Max. Depth: 50.03 (ft) Depth Inc.: 0.164 (ft) F77 U.', Slit Silt Silty Clley j.. silt sono' Silt I.. Slit 0", SII. Slit Slily Snnd/Snnd SUMy Slit ---- Silty S@M/Send SnM Silly SnM/Send SnM SBT: Soil Behavior 'type (Robertson and Campanella 1080) Silty FmW/Snn.l SnMy Silt Slily Fend/Send ....__ %rAy Silt Silt, SnM' nd IIRAAAI sn SaM,y Slit y seen s.nd IItIAAAI so llliAAPGkO SnMy Silt S.,W .._._. Silty SnM/Snml AAAIbI silt &my silt !.....__. Qnyey Set p4 h�RAAI Silty Stiff nM nreLiM lln)ry Silt Silty (ley ... .. ❑nyny Slit Stiff Fine GminM 1.1n)cy Silt Stiff n— c -l' f SBT: Soil Behavior 'type (Robertson and Campanella 1080) *�** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) "" ' LEIGHTON 8 ASSOC. Contractor :GREGG CPT Date : 02/01/97 13:58 ' Location : CPT -31-3792 Geologist : B. RIHA Site : TEMECULA MALL Water table ( feet ) 65.6168 Tot. Unit Wt. (avg) : 115 pcf DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su (feet) ------------------ (tsf) (tsf) (X) (tsf) ....___._"------------------------- (X) --------- deg. N tsf _ ... 1 10.99 0.13 1.18 0.03 clayey silt to silty clay UNDFND UNDFD 5 .8 2 12.23 0.18 1.49 0.08 clayey silt to silty clay UNDFND UNDFD 6 .9 3 44.37 1.18 2.67 0.15 sandy silt to clayey silt UNDFND UNDFD 17 3.5 ' 4 88.87 2.27 2.56 0.21 sandy silt to clayey silt UNDFND UNDFD 34 7.0 5 71.19 2.07 2.90 0.26 sandy silt to clayey silt UNDFND UNDFD 27 5.6 6 57.47 2.08 3.61 0.32 clayey silt to silty clay UNDFND UNDFD 28 4.5 7 58.66 1.70 2.91 0.38 sandy silt to clayey silt UNDFND UNDFD 22 4.6 ' 8 38.39 0.88 2.28 0.43 sandy silt to clayey silt UNDFND UNDFD 15 3.0 9 85.48 0.93 1.09 0.49 sand to silty sand 70-80 40-42 20 UNDEFINED 10 64.05 1.03 1.60 0.55 silty sand to sandy silt 60-70 38-40 20 UNDEFINED ' 11 108.77 0.93 0.86 0.60 sand to silty sand 70-80 40-42 26 UNDEFINED 12 158.09 1.17 0.74 0.66 sand 80-90 42-44 30 UNDEFINED 13 185.17 1.75 0.95 0.72 sand 80-90 42-44 35 UNDEFINED ' 14 196.21 1.69 0.86 0.77 sand 80-90 42-44 38 UNDEFINED 15 197.31 1.77 0.90 0.83 sand 80-90 42-44 38 UNDEFINED 16 115.82 1.10 0.95 0.89 sand to silty sand 70-80 38-40 28 UNDEFINED 17 198.73 1.96 0.99 0.94 sand 80-90 42-44 38 UNDEFINED , 18 229.64 2.18 0.95 1.00 sand >90 42-44 44 UNDEFINED 19 213.64 1.93 0.90 1.06 sand 80-90 42-44 41 UNDEFINED 20 165.85 1.21 0.73 1.11 sand 70-80 40-42 32 UNDEFINED ' 21 164.01 1.08 0.66 1.17 sand 70-80 40-42 31 UNDEFINED 22 109.70 0.68 0.62 1.24 sand 60-70 36-38 21 UNDEFINED 23 85.77 0.76 0.89 1.29 sand to silty sand 50-60 34-36 21 UNDEFINED. ' 24 106.08 0.89 0.84 1.35 sand to silty sand 60-70 36-38 25 UNDEFINED 25 73.11 1.02 1.40 1.41 silty sand to sandy silt 50-60 34-36 23 UNDEFINED 26 95.02 1.27 1.33 1.47 sand to silty sand 50-60 34-36 23 UNDEFINED 27 70.21 0.90 1.28 1.53 silty sand to sandy silt 50-60 32-34 22 UNDEFINED ' 28 70.59 0.83 1.17 1.58 sand to silty sand 50-60 32-34 17 UNDEFINED 29 33.40 0.41 1.24 1.64 silty sand to sandy silt <40 <30 11 UNDEFINED 30 60.46 0.72 1.18 1.70 silty sand to sandy silt 40-50 30-32 19 UNDEFINED ' 31 99.66 0.98 0.98 1.75 sand to silty sand 50-60 34-36 24 UNDEFINED 32 21.85 0.46 2.11 1.81 sandy silt to clayey silt UNDFND UNDFD 8 1.6 33 72.87 0.73 1.00 1.87 sand to silty sand 40-50 32-34 17 UNDEFINED ' 34 157.69 1.13 0.71 1.92 sand 70-80 36-38 30 UNDEFINED 35 157.77 2.24 1.42 1.98 sand to silty sand 60-70 36-38 38 UNDEFINED 36 167.29 2.41 1.44 2.04 sand to silty sand 70-80 36-38 40 UNDEFINED 37 92.75 2.16 2.33 2.09 silty sand to sandy silt 50-60 32-34 30 UNDEFINED , 38 103.45 2.10 2.03 2.15 silty sand to sandy silt 50-60 32-34 33 UNDEFINED 39 87.90 2.39 2.72 2.21 sandy silt to clayey silt UNDFND UNDFD 34 6.8 40 56.43 1.89 3.35 2.26 sandy silt to clayey silt ___________________________________________________ UNDFND UNDFD 22 4.3 Or - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' *�** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) "" ' LEIGHTON & ASSOC. ' Contractor :GREGG Location : CPT -31-3792 Page No. 2 Or - All sands (Jamiolkowski at at. 1985) PHI - --------------------- SPT Su N tsf --------------------- 18 2.7 >50 10.4 >50 UNDEFINED 39 6.2 27 4.3 >50 UNDEFINED 32 3.8 20 3.1 21 3.2 >50 UNDEFINED --------------------- Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 --------------------------------------- DEPTH Oc (avg) Fs (avg) _---------------------------------------------- Rf (avg) SIGV- __________________________ SOIL BEHAVIOUR TYPE Eq - Or PHI (feet) (tsf) (tsf) (y.) (tsf) M deg. -------------- __________________________________________________________________________________________________ 36.99 1.50 4.05 2.32 clayey silt to silty clay UNDFND UNDFD t41 42 132.71 4.60 3.46 2.38 sandy silt to clayey silt UNDFND UNDFD 43 68.53 3.48 5.08 2.44 very stiff fine grained (*) UNDFND UNDFD 44 80.41 3.14 3.90 2.50 clayey silt to silty clay UNDFND UNDFD 45 56.52 2.25 3.97 2.56 clayey silt to silty clay UNDFND UNDFD 46 79.10 3.61 4.56 2.62 very stiff fine grained (*) UNDFND UNDFD 47 50.55 2.38 4.70 2.68 silty clay to clay UNDFND UNDFD 48 42.02 1.37 3.27 2.73 clayey silt to silty clay UNDFND UNDFD 49 42.99 1.41 3.27 2.79 clayey silt to silty clay UNDFND UNDFD 50 180.56 8.84 4.90 2.85 very stiff fine grained (*) UNDFND UNDFD _________________ _-__________________________________ Or - All sands (Jamiolkowski at at. 1985) PHI - --------------------- SPT Su N tsf --------------------- 18 2.7 >50 10.4 >50 UNDEFINED 39 6.2 27 4.3 >50 UNDEFINED 32 3.8 20 3.1 21 3.2 >50 UNDEFINED --------------------- Durgunoglu and Mitchell 1975 Su: Nk= 12.5 ' (*) overconsolidated or cemented **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** 1 1 1 EGGLEIGIITON Sc ASSOC. site '.TEMEcuLO rIALL Fn91 neer : B. R1 rlA Location : CPT -32-3:93 Date : 02101x97 11:31 Ot tsf Fs tsf U psi Rf % SBT 0 500 0 10 0 35 0 10 0 12 -5. -10. -15. -30.1 -35.1 -45.( -50.L Afax. Depth: 50.09 (ft) Depth Ine.: 0.184 (ft) SBT: Soil Behavior Type (Robertson and Campanella 1980) Semltlue Finn $fit nn" Slit Silty Ltey _ 17 tiny Silly Oey Silly SnM/Sent S-1, Sill ...._.__ Silt Maley Slit ::....._ Sandy Slit O." Silt slit Snmy $Ill $Illy SnM/$aryl f SnM Sllty S.M/Sand Saint Silty SmM/Sand - Silty SnM/Saul > SnM Snndy Silt Gmented Sand .. Spif Fine Gmaud naley Slit Silt Ma y Silt .. Stiff Fine Gmfned G menied SnM El lff Fine GreluM Cementm $nal Sill $ nd Sand SBT: Soil Behavior Type (Robertson and Campanella 1980) LEIGHTON & ASSOC. ' Tot. Unit Wt. (avg) : 115 pcf _---- _--- _----- ___--- __________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su tsf ' (feet) -------------------------------- -----ttsf)----------------________----------------- deg. N --- [] I 6.28 20.89 45.74 59.19 44.93 42.47 44.14 137.47 130.57 91.42 60.22 37.10 38.44 25.65 50.42 154.16 73.16 56.16 123.60 178.58 220.55 190.44 225.63 274.57 276.58 265.13 263.04 215.13 180.09 162.45 161.36 210.05 147.81 153.84 133.90 121.72 192.71 222.12 154.72 0.00 0.24 1.62 2.65 2.10 2.14 2.38 2.36 1.99 2.67 1.87 1.24 1.39 0.87 1.43 3.57 2.06 1.74 2.49 3.80 4.82 2.18 2.03 2.33 4.70 4.82 2.99 1.60 1.06 1.09 0.95 1.48 2.17 1.04 0.67 1.20 1.71 2.21 4.02 ' 40-----.' 121-32---------5.16 0.03 Contractor :GREGG CPT Date 02/01/97 11:31 0.08 Location : CPT -32-3793 Geologist S. RIHA clayey silt to silty clay Site TEMECULA MALL Nater table ( feet ) 65.6168 ' Tot. Unit Wt. (avg) : 115 pcf _---- _--- _----- ___--- __________________________________________________________________________________________________ DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV- SOIL BEHAVIOUR TYPE Eq - Or PHI SPT Su tsf ' (feet) -------------------------------- -----ttsf)----------------________----------------- deg. N --- [] I 6.28 20.89 45.74 59.19 44.93 42.47 44.14 137.47 130.57 91.42 60.22 37.10 38.44 25.65 50.42 154.16 73.16 56.16 123.60 178.58 220.55 190.44 225.63 274.57 276.58 265.13 263.04 215.13 180.09 162.45 161.36 210.05 147.81 153.84 133.90 121.72 192.71 222.12 154.72 0.00 0.24 1.62 2.65 2.10 2.14 2.38 2.36 1.99 2.67 1.87 1.24 1.39 0.87 1.43 3.57 2.06 1.74 2.49 3.80 4.82 2.18 2.03 2.33 4.70 4.82 2.99 1.60 1.06 1.09 0.95 1.48 2.17 1.04 0.67 1.20 1.71 2.21 4.02 ' 40-----.' 121-32---------5.16 0.03 0.03 sensitive fine grained 1.15 0.08 sandy silt to clayey silt 3.55 0.15 clayey silt to silty clay 4.48 0.21 silty clay to clay 4.68 0.26 silty clay to clay 5.04 0.32 clay 5.39 0.38 clay 1.72 0.43 sand to silty sand 1.53 0.49 sand to silty sand 2.92 0.55 sandy silt to clayey silt 3.11 0.60 sandy silt to clayey silt 3.34 0.66 clayey silt to silty clay 3.61 0.72 clayey silt to silty clay 3.38 0.77 clayey silt to silty clay 2.84 0.83 sandy silt to clayey silt 2.31 0.89 silty sand to sandy silt 2.82 0.94 sandy silt to clayey silt 3.10 1.00 sandy silt to clayey silt 2.02 1.06 silty sand to sandy silt 2.13 1.11 silty sand to sandy silt 2.18 1.17 silty sand to sandy silt 1.14 1.24 sand 0.90 1.29 sand 0.85 1.35 sand 1.70 1.41 sand to silty sand 1.82 1.47 sand to silty sand 1.14 1.53 sand 0.74 1.58 sand 0.59 1.64 sand 0.67 1.70 sand 0.59 1.75 sand 0.71 1.81 sand 1.47 1.87 sand to silty sand 0.68 1.92 sand 0.50 1.98 sand 0.98 2.04 sand to silty sand 0.89 2.09 sand 1.00 2.15 sand 2.60 2.21 silty sand to sandy silt 4.25 ------------------------------------------------ 2.26 very stiff fine grained (*) ' Dr - All sands (Jamiolkowski at at. 1985) PHI - Durgunoglu and Mitchell 1975 (*) overconsoliciated or cemented UNDFND UNDFND UNDFND UNDFND UNDFND UNDFND UNDFND 80-90 80-90 UNDFND UNDFND UNDFND UNDFND UNDFND UNDFND 80-90 UNDFND UNDFND 70-80 80-90 80-90 80-90 80-90 >90 >90 80-90 80-90 80-90 70-80 70-80 70-80 70-80 60-70 60-70 60-70 60-70 70-80 70-80 60-70 UNDFND UNDFD UNDFD UNDFD UNDFD UNDFD UNDFD UNDFD 44-46 42-44 UNDFD UNDFD UNDFD UNDFD UNDFD UNDFD 40-42 UNDFD UNDFD 38-40 40-42 40-42 40-42 40-42 42-44 42-44 40-42 40-42 40-42 38-40 36-38 36-38 38-40 36-38 36-38 34-36 34-36 36-38 38-40 36-38 UNDFD 3 8 22 38 29 41 42 33 31 35 23 18 18 12 19 49 28 22 39 >50 >50 36 43 >50 >50 >50 >50 41 35 31 31 40 35 29 26 29 37 43 49 >50 Su: Nk= 12.5 .4 1.6 3.6 4.7 3.5 3,3 3.5 UNDEFINED UNDEFINED 7.2 4.7 2.9 3.0 1.9 3.9 UNDEFINED 5.7 4.4 UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED UNDEFINED ' **** Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) **** LEIGHTON 8 ASSOC. Contractor :GREGG Location : CPT -32-3793 Page No. 2 -------------------------------------------------------------------------------------------------------------------------------------- DEPTH Oc (avg) Fs (avg) Rf (avg) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (feet) (tsf) (tsf) (X) (tsf) (X) deg. N tsf ' ------------------------------------------------------------------------------------------------------------------•------------------- 41 51.55 1.95 3.78 2.32 clayey silt to silty clay UNDFND UNDFD 25 3.9 42 65.40 2.27 3.47 2.38 sandy silt to clayey silt UNDFND UNDFD 25 5.0 ' 43 84.26 2.75 3.26 2.44 sandy silt to clayey silt UNDFND UNDFD 32 6.5 44 75.69 2.92 3.86 2.50 clayey silt to silty clay UNDFND UNDFD 36 5.8 45 166.26 9.89 5.95 2.56 very stiff fine grained (') UNDFND UNDFD >50 UNDEFINED ' 46 227.41 9.56 4.20 2.62 sand to clayey sand (•) UNDFND UNDFD >50 UNDEFINED 47 153.12 5.74 3.75 2.68 sand to clayey sand (') UNDFND UNDFD >50 UNDEFINED 48 245.96 8.07 3.28 2.73 sand to clayey sand (') UNDFND UNDFD >50 UNDEFINED 49 371.92 11.47 3.08 2.79 sand to clayey sand (*) UNDFND UNDFD >50 UNDEFINED ' 50 311.58 6.44 2.07 2.85 sand to silty sand 80-90 38-40 >50 UNDEFINED ----......-------------------------------------------------------------------------------------------------------------------------- , Dr - All sands (Jamiolkowski at al. 1985) PHI - Durgunoglu and Mitchell 1975 Su: Nk= 12.5 (*) overconsolidated or cemented ' Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with the TABULATED OUTPUT from CPTINTRI (v 3.02) 1 1 1 1 ' GEOTECHNICAL BORING LOG 4B_' Date 2Lyhr Drill Hole No. S-/ Sheet / of ' Project h0//gw,,W Z;7e. o14 G r/, Job No.— (e57/3s3-v/ Drilling Co. %,T Type of Rig a–/a a ' Hole Diameter 2Yr Drive Weight 2a,°��,e ��SJv�r° y` Drop /2: in Elevation Top of Hole Ref, or Datum v 0 4L I I l'Y.l 17.$ /b o' L 6: Wr; A. •N V. M 2 D.m N~ du A N tog /S /e.tf a UU �i Ia a Ln Uv°0 4L I I l'Y.l 17.$ 1 1 112s sn0A I _ -.. I 41/11"1 /ey3l /4.7 loj.G 1/8.3 OoWr% holt. GEOTECHNICAL DESCRIPTION d by M49 ed by 14 a Topsoil/F,lI (0 –3.L) [�ar1C (W,wn V%ot5r r�t0�vm �ic..SGf 5•i^I TIµ S"d ,4 SO r.y Mac. 1 I1Y w.,. L.rNr ALLwr, r n e 9.0" Cyr<c�s 7a moi.,,.,_ brow. p��-•s< 9r.L s r0 vr�QOiv.,. bc0� wro'Sr) rN.A cF0 nSC 7D Ze 5, 51 /i17 . {7*-SQ,.A( H /c,Po 4. � d ll'O, 'Q'.COn'1/. Gl,•••., p,�srw�Le -,;4—e .f C81-0, (!13 •o' q., s. s 6.LK0 10� ,N O,.:.., G.a. , . 0;5r ,titOw.. /c.c e..JS e/J•D' 73 C ogr.5 i — 4T br..-n ,-1, ,4, e1i_Se/ r..aD 7V e...se- 5a»./; 46✓»l..•.r M.ieq/Cro55 bedi r-�5eTs7'.7 4,14 C19,01 S/ er/o Ce.11cr w i Lh./c jam. y 6r,�r C/.7e7 L474'•o' 6c4k 7o r-+.rcr".l obw,Kd L' Ail /04.7 N.5 ye M�/SM (.4)•U' SA"Ja ce^nc.r ung �iK gray 6ryn/�qsr �•( ,,ata,r.,.. ,(G.rrc, c%yr S./,.� r4:,c s. »n/S.--C /� r /.,rvbrA/.r.sl3":�rr)oi ..ea,....7ac�ert.sne�. J5W e?9.0 titers 6.ek >a L,f4T i7 rwrn �_ a�-zr' co&,5e ru Cr -055 - bedW ..0 Leighton & Associates /b o' 6: Wr; A. ZD /S /e.tf 1 1 112s sn0A I _ -.. I 41/11"1 /ey3l /4.7 loj.G 1/8.3 OoWr% holt. GEOTECHNICAL DESCRIPTION d by M49 ed by 14 a Topsoil/F,lI (0 –3.L) [�ar1C (W,wn V%ot5r r�t0�vm �ic..SGf 5•i^I TIµ S"d ,4 SO r.y Mac. 1 I1Y w.,. L.rNr ALLwr, r n e 9.0" Cyr<c�s 7a moi.,,.,_ brow. p��-•s< 9r.L s r0 vr�QOiv.,. bc0� wro'Sr) rN.A cF0 nSC 7D Ze 5, 51 /i17 . {7*-SQ,.A( H /c,Po 4. � d ll'O, 'Q'.COn'1/. Gl,•••., p,�srw�Le -,;4—e .f C81-0, (!13 •o' q., s. s 6.LK0 10� ,N O,.:.., G.a. , . 0;5r ,titOw.. /c.c e..JS e/J•D' 73 C ogr.5 i — 4T br..-n ,-1, ,4, e1i_Se/ r..aD 7V e...se- 5a»./; 46✓»l..•.r M.ieq/Cro55 bedi r-�5eTs7'.7 4,14 C19,01 S/ er/o Ce.11cr w i Lh./c jam. y 6r,�r C/.7e7 L474'•o' 6c4k 7o r-+.rcr".l obw,Kd L' Ail /04.7 N.5 ye M�/SM (.4)•U' SA"Ja ce^nc.r ung �iK gray 6ryn/�qsr �•( ,,ata,r.,.. ,(G.rrc, c%yr S./,.� r4:,c s. »n/S.--C /� r /.,rvbrA/.r.sl3":�rr)oi ..ea,....7ac�ert.sne�. J5W e?9.0 titers 6.ek >a L,f4T i7 rwrn �_ a�-zr' co&,5e ru Cr -055 - bedW ..0 Leighton & Associates GEOTECHNICAL BORING LOG 43-1 ' Date 2-1rhe Drill Hole No. B_/ Sheet Z of 7y - Project A1114wcoaf ZC. oyl-, FLaA Job No. (067/3S3-ol ' Drilling Co. _ 46err )•,//6l Type of Rig E -/o0 Hole Diameter 2--l" Drive Weight sec 54�r / Drop / 2 in. ' Elevation Top of Hole Ref. or Datum « 77 U A M I w y m w a a, �+ uca x e vi .-. c�J rj .0 y"Sampled ou.� GeL GEOTECHNICAL DESCRIPTION Logged by by rfa•N 1 e -7 9%a` /oi•y `l S Sw e30•o � 5" . .� Gr z97 o° Cr Q @33•D /..3, Lo664 iv /z"aanoss e C 3y0' w00,0 -e-5 .,.., rs — �Sw �3SDi She.p k.�.i C--e+af wiii. Me4iu« ,Sw L4 37-o' 6#ee i :99M7 to•0 &C01 9ie4ILy 103yrt To 37.0' Hi No i»c r� I � Z/S�lstj 10()'1' Leighton & Associates GEOTECHNICAL BORING LOG Z Date Z Drill Hole No. Qr2 Sheet / of/ - ' Project Ao//y,,,o.,ye -r,L of F/o !, Job No. — -oE /3s 3-0 / Drilling Co,_ 46bort Q,/h,Type of Rig E-/oo tHole Diameter -_L, " Drive weight<lee 4,.,r 1 of 6-1 Drop !Z in. Elevation Top of Hole Ref. or Datum , L; 6'M I 1b/11" I (837 (C/own 4, (t GEOTECHNICAL DESCRIPTION Logged by MA a Sampled by µ4N Tapso,/�F,11 (0-3,0 07+tK (syorn�^fO,sr r,LO/v+ Q�SC �(� pnrK 6.ww,, po.c Ce S'S , IAt.O�w. 6 >• i/y uy >. w0.0 y,0 s .,.�s rorV u p8 S. N ,+ 0.3 « 0 w 7 a+ .Ai vi d L6 y 3 "n :cIL C.O ss -b Jd,.f fur+t, c.c /Cw .+cc 0' a /1'1. 1V7 �Gy �� 5c-4 c U y v Cp r30 e/(oO qrc [ss 71/YV di,.n fJr.ww "O"sr O / l L; 6'M I 1b/11" I (837 (C/own 4, (t GEOTECHNICAL DESCRIPTION Logged by MA a Sampled by µ4N Tapso,/�F,11 (0-3,0 07+tK (syorn�^fO,sr r,LO/v+ Q�SC �(� pnrK 6.ww,, po.c Ce S'S , IAt.O�w. 6 >• i/y (),5 ( ... _.. i 4 ® i'121"I /os"z I/.3 Cu0 ,r..[rs 7'U PrcFo.r wMrL C�.4G Sowa/. j o -FAL 0 yTt+ = 30.0 ()eo iO S.cal(y loy5. a0 Tp 27.U' NO (>rourdw.�, s. corn r,.c,I Leiehton & Gccn,i=toc y,0 a /a o' .,.�s rorV ..� rn/ii.� M rOOrit $0,�� SO+nJ. G�Lrk 3 "n :cIL C.O ss -b Jd,.f fur+t, c.c /Cw 0' c�ytl z. try /1'1. 1V7 �Gy �� 5c-4 al -1) Cp r30 e/(oO qrc [ss 71/YV di,.n fJr.ww "O"sr / l rvbrlS er so, sy s: /r 7XI y ;� Sw �/8 v' sr••G! 6..0 7-v ..p/ oe 7a 40a-,sc sc. w (),5 ( ... _.. i 4 ® i'121"I /os"z I/.3 Cu0 ,r..[rs 7'U PrcFo.r wMrL C�.4G Sowa/. j o -FAL 0 yTt+ = 30.0 ()eo iO S.cal(y loy5. a0 Tp 27.U' NO (>rourdw.�, s. corn r,.c,I Leiehton & Gccn,i=toc GEOTECHNICAL BORING LOG L Q - 3 1 Date 2-15-1a Drill Hole No. _B-� Sheet / of Project t/o//taw••.: ze, 04 Fzo •.JJob No. (gd7/3S'3-O/ ' Drilling Co. A66•)r Q;/�,„l Type of Rig_ —Iv o Hole Diameter Z9” Drive WeightSE4. F 5r / ofd - I Drop i2 in. , Elevation Top of Hole Ref, or Datum U 'A • _ Uo.V, 40Z, GEOTECHNICAL DESCRIPTION .a u o u. d u 4+ C V U Logged by m*4 I y 9 y Sampled by N,t4li �� WKAi�.• Tp 0,4dK �0 BrOv.•. .+'io �S �� rr�cd/�v/. Si �T� -lir.. '10 COa rsc S._�.'JrJ4 S I�Ya LA fO�,rib ll•[7 —y•Q') C7,1)MtO�vvw A.0 8ra+.. parr . vin ;rrt 5. (q.' do p '+ 0,1,r% Esc ro v�y mit y LIG., Cn nc!•.uJ Patel Fo+...,nu. (y•o--Oral \ a+fVrr�•) /0 01 1412 %l 5�n LDti/r' tS�.p Iw<1 co.r,cr 6v Z jrr�eoi 3 15z� brawn cPc 5, /ry fi. < Se -aQ3rr v Q:N4S CE Soma. PO r<- S ;vJOtW; � .fjw l..r ..°r•..,, /7°:E @R•O' Sc.,,.. as about c.r.Pr S.s.G� ro /nr-dw. 70 40441c �S Sud L°/G•O y...0.s ry .nee, iia/ Q•o. ao�.P 3°N vP/y 46,5f sl,"S<ry s;/ry fi . N cac.sc zo 43 Girl." /06 11 /l,z z3 -u' j. -•.Gs To ($S2j Qsns �, s/,! l,rty s' i'7 fiJK 7D c •.rye J Hon. N JE, 0:N7,EI 30 -- 1 1 1 1 1 1 1 1 1 111 S00A ' Leighton & Associates ' GEOTECHNICAL BORING LOG e. �' 3 Date_ Z/S%a Drill Hole No. 6-3 Sheet Z of Z- Project_ h/o//ywe./ hc. o� fLor,/, Job No. (of7ivS3-v/ Drilling Co. 466osr a;//,;, Type of Rig ,E-iov Hole Diameteryy " Drive Weights Sirar i of ,E / Dropin. ____LZ Elevation Top of Hole Ref. or Datum za o v GEOTECHNICAL DESCRIPTION = o aw 0Logged bySampled by q -t1 �3a•3 d,5n. r si y U.7 &./0a/ Ili��k;do's no'r ,tP-,-r te r30 SLAJ 30 y4:pp-, ra be at~pos,no-..l L(puc ro So..< ~tel;A1 0105 .Kd 4f23.0' e` N•0�s�/ J J2.$ 5ry rc�y /i.,, r._J ..br.�.f 5�++.// k—...7 Jc./ 06'v"A-r' 5.n4 11 c. -ss beds M 'k /n,L : C.3(o0 S%< -P'7 Sr'•<�J ro oh * f"« .+o,Sr yV 7D u�y rnmsr S-;ff nj Yj,z" /058 L2.2 5 a.r.,. nuc.. J cb✓.,/.-r Sl,.u� ND 5��. •r nT �je%/rs abserrr.( �39s c/.>eGs boat ry 70 Coarses Jia,n!✓ See /Snatic frr.L lo... m�.•rm✓s 40. 1Z j q,s ' f%) 7o7»t. ocprN Ge. /a y,,,, l y /11 ftp/ ro 4/7•o ' ND brJ✓.1 w.Trtrt Q,,. ,,,rad S' dace-A/lril LlslllB .I !_ II 1 I I I ' 5001 1-' —' Leighton & Associates GEOTECHNICAL BORING LOG LIT -4 Date Z la/$$ Drill Hole No. N -A/ Sheet__Lof Z- Project14,01lwool/ 1„r. of fta ./ Job No. (ae7ii*S3-v) ' Drilling Co. ,466„r A,/,,;� Type of Rig E—/av Hole Diameter ZyDrive Weight_%f_ Sr </ 0-f. a-/ Drop /2” in. r Elevation Top of Hole Ref. or Datum K 2. �. U 7.0,252.1/r211 L.1404. To 2Z'� VP40:4. Z1J' / PtiL y,LW N °,r m L •p7 p 2 u M 0 y Y y. N aY to y GEOTECHNICAL DESCRIPTION n' d �' Y 3,0 TD 7'01q.L 0,,wr.4) 32 31,L„ l�Z.z 9's w t2 p m ii. d U a v C U U Logged by r c� dea I ...o, .. d., s c / s, /ry � a „m' e M y _ 44.4 e67.0� Sa.a � o y ? Sampled by M.44 r� �by�° C'8•D' C�.y �n7Zllx/.:/-f Jvjva ,,c bes.,v f 5"'ry coy 6ra/r 4,21_c/re.,•r/,S K 2. �. 7.0,252.1/r211 abu.,d<_ ,00rleri 2441 yJ 211J) �i-u.r, 2•v/ra 3.0� 7 �.,.�L. c,( Q (,o�irn.. .� 3,0 TD 7'01q.L 0,,wr.4) 32 31,L„ l�Z.z 9's a 310' c� dea ...o, .. d., s c / s, /ry � Nw°w°, M/C4 �•g0..„� p2.c .3 >trt°w+_ e67.0� Sa.a � b r� �by�° C'8•D' C�.y �n7Zllx/.:/-f Jvjva ,,c bes.,v f 5"'ry coy 6ra/r 4,21_c/re.,•r/,S .� S«LSP w s./r� 75.°.2 o4-riy be.IS _ 3/nn /Di3 Z. `j alr., �/ /T/ G /.�J. 5.%n, e A "Tory•, /3'S /s e/3•s L,�tir 7a M rpl /:. 6.,11+7 o'c ry Pu°Mh,r lv3'1 I ZS / S J Q/r.,w iv CIO rSO SfY„/ bewd,:s is Ic7cI snn:i --, G'7u' o ' sem.,,, o s e. /3•s 710 0�/' /7'I D'L S Of 1s'Ow A/IC e. 23.0'_?q•o' Colo' C-]` e• 7 De'le (,,2w� T-0 GL, gcn�r,� M;,Sr I ainhin , R dec�� o°no GEOTECHNICAL BORING LOG L g � 7 Date L/S/BY dole No. .DrillQ-'/ Sheet ZofZ- Project I / vow f Flo,, Job No. G R7 /� 3- o/ Drilling Co._ �r.G.,,T Q:,l/ Type of Rig E-100 Hole Diameter__ZYy Drive Weight Sec S�..T of 6-I Drop �2 in. Elevation Top of Hole Ref. or Datum M v d a 30 I ,111„ iO3,y �.d 3(.•o' bsca. s wrc %e r eta. 61, y..;.0 lsy�,) 1 637-o'— � 0 (,37.0 ''j5.O' �fo✓nc�ueTtn 7 �SSi 61y 0�/C Ll� DJ fn.. LJ {.r STtiT• Tun4L Oeprrt = 3�•v Gw1098"117 /oy�Ad 7-0 zs' 64f CLO- I.gy.d 446.,. zi' Tv 377' a 37•o 00+1 1. -- Leiohton R Accn�iatcc M /p NA N /1 (t `Q 7 61 V N 8 y ° W � R M i/1 GEOTECHNICAL DESCRIPTION �+ u U. aci u N e U tv Ow .�. c - •� Logged by H a y i y v Sampled by U ."7 Wri' 1011 10.3 1 e 3l. p �tr':s rc iy a.o,3r (V-1 5w ,111„ iO3,y �.d 3(.•o' bsca. s wrc %e r eta. 61, y..;.0 lsy�,) 1 637-o'— � 0 (,37.0 ''j5.O' �fo✓nc�ueTtn 7 �SSi 61y 0�/C Ll� DJ fn.. LJ {.r STtiT• Tun4L Oeprrt = 3�•v Gw1098"117 /oy�Ad 7-0 zs' 64f CLO- I.gy.d 446.,. zi' Tv 377' a 37•o 00+1 1. -- Leiohton R Accn�iatcc C) C) M Project Name: 116,1144,00d -z-,C Logged By: #",444 ENGINEERING PROPERTIES Project Number: (o$7/35-1-0 Elevation: TRENCH N0. % / Equipment: Ccse r0got� JeCZ4,c Location: 5,JJ.;,,�n. �vezf A/ -c ,s,•n, c m w o w 3 0. . e wm a GEOLOGIC GEOLOGIC ATTITUDES DATE: 2 h ilT? DESCRIPTION: UNIT F Ell (0 �h,wlm,,, 4C,0o ,T dG-,O ro . 0,3.r,, /005C ro ,•NrJn, ���, S. �7f SV✓1 13)OLp ALLUViVM y.0 70 70rx4 t•'rprH) Qa Svvf me 0'1wv~ Brows, CQG vP R1 vv,oA'LV,+.e Owr..4,.,s i �-,flry {,nom 1 GRAPHIC REPRESENTATION NW W61J SCALE: I" _ r SURFACE SI,OPF.: --Str/ TREND: NW —SF �- o„*i,oe_ ILesoy von. TuTaf &P, ® NO (�ocC6Q�d zlulq� S,ay Tc jar M M M M M M r M M M M M M M M M M M M Project Name: Logged Ry: i+1A _ BNCINEERING PROPERTIES Project Number: Gg 7/3S3 -o! Elevation: TRENCH NO. /-2 _ Equipment: 6,(&gold Beek4.c. Location: o ,t o r v GEOLOGIC GEOLOGIC ATTITUDES DATE: z IIIIQg DESCRIPTION: UNIT N A O LID ALLUV4Mn ( 0 - ro= Orr , ' �� O -2.o Yhtow. (3.0-..+ vnnlsr To vf/y mnis louse Sir, 6'.v 5,1,0 se..,.,, P .t 0 57Vdt I.Inl. i a•v'- 8s bene. dao ro .sr, rmedlm I'1'1 I[e C e.js GRAPHIC REPRESENTATION )0jrL kh I SCALE: I" = SURFACE SLOPE: kvet TREND: - W Ins�pt o � nb�.nc�en•.( _ - . oral 9eprA No C dwctxk j1 CA __ f((n Tvfp .. �J4c IC'11 Id .2 Alb.d U, 0 a R Project Name:v/ woo,/ Tic Logged By: M,4 ENGINEERING PROPERTIES Project Number: 6 $7/353-0/ Elevation: TRENCH NO. T- 3a (, 2� 1 0 Equipment: (ose 6800 &cx4e Location: Ste T-1 - ° I o �' Cy H GEOLOGIC / GEOLOGIC ATTITUDES DATE: 2 l/l Yg DESCRIPTION: UNIT m 'C C7•. //. .y0/K br.wn -o r%ik fray Ve",, 04S e -SO /l'8 //0.0 /OuSt� C/q� S%/, -r. fi �.c -so ..�' •6u�.i._r imr/crs �u�-is t?�f 11 /Joie 3 true i✓a e- SE=te DL0Act✓✓,,. 02�j .5- SA,,./Ir 1'r./.n,, t..,ntr ..•.rL 0rvl./'-5 PJ.J.;/ lro... r..n '� 3.9 //ri•/1 C .I•J - bl,010.v, ,/../ /J.-w+•n .�a w.P� ove'u— ./. ,.Sr.. 70 41 .rJc�S. �i�/ s I.���2 J: Nis E� fo 6' sq..l'' 0^k ✓Dirt %nt Ob�arrr a� /'In..,o 4edis, J 1 a` �r sB;lq Gi ru.rLr; J� n6�./.�f pdr[. 5/roervd . �Sa...a NS•S- 9ro.GS n /ighr g.. y �a� , /4 ./� d'^rt� fn. Ss ✓y S. /r .o e7•0 " r ,✓'J, /.��r jr. y Jr♦r.-.� ..� �'$W 1"/fY 71) sur G -arnge GRAP11IC REPRESENTATION Soir0 woll SCALE: I" = y' SURFACF SLOPE: 00 TREND: E- W Tole.1 prH = 10. v O -4 z _ _ -�- f— Qownl lc .V 7 f' n — . No [7ii.r iw.Ti.. f.c. Tfi..O x r � /0 4 /<r ai„ls Project Name: / ,r•,/ lnt Logged By: 0444 ENGINEERING PROPERTIES Project Number: (,g7 /j S; -D / Elevation: TRENCH NO. %-`/ Equipment: Cosa C.80O �ac /flruC Location: S« %- / o y v GEOLOGIC GEOLOGIC ATTITUDES DATE: 2-1111?9 DESCRIPTION: UNIT C pa 004 111C y.,y G�u,...q� MOiJi 1D V<ry MOisr �OOS[ Si//'y 4n, jyy, (fZ'O' &.7 1z8.-71 54 Ks?,, GFJunr/a.T vJvrlt/3 0 / 7= r l P/•S f.,,e s ro w.]0.�Gro roo%sr l V� y MJ•ST /Or]L I s./ry Af . ,x -w ely.o� /Z•(o /o3•L (2-31- Ta nvt �(OTN� � ?•3'- 3GK P !e-rv�T U.,;1. /l/ �,..�. ., a.:. ,., �::•:: , ,r ..,..r:,,.. -n �,.c SM e © 'b /�. /06/ R r..+S � y poled 6Ir✓gL.fal .roq.q ro /a4 �5eonL ioi-6.fS . 3 C°7.0 - rj...4s T /1f41 7D •],.r a. wn bi,�•n� �a..�p, 14'.�rc, S/•fGr'r "'IS!° J1y7-y {%.t .t.-.f� ,So...a. po.� 3'r✓e7✓nc]r GRAPHIC REPRESENTATION 50 wa II SCALE: 1" = SURFACE SLOPE: o° TREND: > -� ' I oTw� . DeprN = 9.c' 'A 0 JV,44 — CIS) B�tc1,ILr/ zlnl� 0 a H. Project Name: / bea Gn ! Logged By: iry p// ENGINEERING PROPERTIES Project Number: G�7/3 -3 -O/ Elevation: TRENCH NO. %$� Equipment: �eye 680 ✓J !3•cC��c Location: Sri T / a n fn o a z ° . o M N r a " r v GEOLOGIC GEOLOGIC ATTITUDES DATE: 2 /II/Jry DESCRIPTION: UNIT ----------/ /-rf Cz•e c r�/(/.An 6/uwn� MO,Si / ✓Uy �OolC .'b �Oo�< .5,� � c 6-j O /n.S7 /30.2 %j7 MCp,u.. S<..d) 06UA�A.r T MOTitTL oS�<I @ L.O Ani!/ iro09./ 5E=12 ® G1C0 / X4Vel' '" (z.S'_;en,/ apr!) SE�If /1", 7, �'3 /2ap (- 7•� kQw.� �w+lL aJC� 3,/n/ /IN Jo.<I Pore- L".t'O x/00 9e4OJJe+i To n mt�✓roe cCJ--r.7C 7U cQi.+tC, .74 rYfj A6 ✓.../. � 7 �'1e/[ J 1F✓< /Y.�-� an .v.n. �, ! 5 �... • �.'�{ !l,itti., . VC/y Oft�S/In.l rJI%�/�'3 GRAPHIC REPRESENTATION �- /a�1 SCALE: I" _ �/< SURFACE SLOPE: /0 a TREND: tv - TOTa % ik p N ° Ic o I�„wn 06 I o,Ir,/I to 7'al �Jq fJ Od.�t� uK 1,<' f Yoe/�T f(JfV �ocK IIccQ Ziff%9'3 ._� .r �1 2 M r we M M M � � m Mgra M t 14 M M M r r M M M M M M M M M M M M M Project Name: o ao Logged By: PMA ENGINEERING PROPERTIES Project Number: Elevation: TRENCH NO. /—_6 Equipment: _(p8-71353-01 %Sc &600 daek4oc Location: pec r / c in (n z gwg azI o 7 GEOLOGIC ATTITUDES DATE: Z �1/!�g DESCRIPTION: GEOLOGIC UNIT c ® w5a; /F,N Co - / ---- f emeW,r... (,own, . oisf• vee 'l /ou5c T> loose- S;Iry fins 5.� p lZ0• /3-�j ///. c/ %a.. r root A-, Cls .wcOi bioa �</. /0� int 1..., c�i.SG ry G .sc/ 5•/ry {nu �yrZ. 7.7 /Z.6 fz f s..,<!!; ytrr, apv.,afo„r f�-e s/r..elV.u) c�ssc :.,.ems r<c. Swt ° �i0, 9i..Gs TJ a b. „of/nrs✓5 S./ry reey Pn.c sn .<ni <c '9.0 o s./,y 74+ A' Tv co. -se .5Q".f 170 061,,- wee s/r�<ruce ,`jam GRAPHIC REPRESENTATION W e ST• LJ01 SCALE: I" _ SURFACE SLOPE: O ° TREND: N W -s . NO .w, /W. Ztit �u.•..7 ti.ol B4 fiIG� L/<, 4Y N.E Project Name: /lv/1 w,wOd 1,,e Logged By: _ r"4# Y ENGINEERING PROPERTIES Project Number: (,d7i3�3 J/ Elevation: TRENCH NO. Equipment: &fo,) daek4•e- Location:_ S" I-103 N " ob o c n� GEOLOGIC GEOLOGIC ATTITUDES DATE: z //1�Q� DESCRIPTION: UNIT AuV✓Iw✓� <vC�nsa..)CQ, T"o tnL 105,07,1) u14 ( e�'O" L r q«i y biowrr� V'i y ..�a"s Y r0 t✓e� , 5o fr� n /7K //L• 5an�� .fi/f� 16Uw�a .•r /JJ r/f �$ y , . i3•Z 23g � Lfl3J f7[ta...rs vti� i...�,sr [.v/"� Gfi✓.n!•nr Po.e STr✓e7v.0 $[� y�;,s�L 17.0' GRAPHIC REPRESENTATION $ovr yp SCALE: I" _ �p' SURFACE SLOPE: Z°Sw TREND: gAsr-- Lo, sr- _ ... __ _ .- /✓� (7�ovn.� �i t f«raw .M& dM r 0 0 M M s 0 0 J M EE Project Name: %�//te (�, Logged By: t+R-,4 ENGINEERING PROPERTIES Project Number: /,p f /.?S3 -O/ Elevation: TRENCH NO. /_-8 Equipment: Location:_ See. T- / n a0• -0 _ _1eje oz c v GEOLOGIC GEOLOGIC ATTITUDES DATE: Z////Fd' DESCRIPTION: UNIT n Yti0-O,/w. b, -w^) "o,sr- ro velf wa:Sr) lo„1', f,ti( TJ tilld. r.... Son.( f•dw/."r roar/res 1 © Paba For..7a7ion �2.3 / To To Twt Vsor4 > APs 7.3' . Awno co,,racr w/11 L;.ar 9. 1,4,-1) 11,34-r47 51h --y T,N N L'01;' -Ft S4 S�•O, 7.'��.3 ?V Sdrt, {,nt Son Srvl ��p •O, eS'U .s4c,,oly r/to&S TU / //rhr f-7, W -"x`,66 -5C 7D l�Do� P i0 a" C04r's2 SOwd, �N/y Seml� �/J.(J 4,yfonr.r,vr�: Q: V/o°W /S#N GRAPHIC REPRESENTATION (J SCALE: 1" = y ' SURFACE SLOPE:/S" WTREND: 1 -oz «� a prt+ _ -7- �- (10 Ci/ w— ..daTiw a wAtvcp .7 IJGIC�I oP ZIto to ! -' l 60 `—`'\ IJ,SCOV,T 9a 1S a.q.Pi wl �W e, 0 M Project Name:/yG1yJ� r,At. Logged By: -r ENGINEERING PROPERTIES Project Number: 68-7130-0 I Elevation: TRENCH NO. T- Equipment: C46C. (0x0'0 U461t4*e Location: Sre /�/ C w w 03 o � 3 0 � . o Id M �N (D . c GEOLOGIC GEOLOGIC ATTITUDES DATE: DESCRIPTION: UNIT. (9�LL— (/!/4/N'i C yOtiy f'l✓ / U - ro r/FL slW r N ) (XP' C' 3o / �O meota...q Q�awan, M0,3r TO ve e'.5r� /oast ) /7v cb-seg-5414r/y re . yo c0413c 5---(' sow t 104eG Sriec r✓s.f.�hO.mo�nra,.� GRAPHIC REPRESENTATION (,a5r wall SCALE: I" = S SURrACF SLOPE: 8 N TREND: Toro 1 L�k I r N = 13.0' owti Gell •� TO t� (joc�t�lk 211�18'� �... OWN 1M. r � IM M M� � � M � M — o M 0 r -i x M 'n x 0 0 — I ■r r r� r �r r� r� r r �r rr r r r �r .s r r ;r� Project Name: HoOpoota Lie Logged By: _ ENGINEERING PROPERTIES Project Number: (Al -OI Elevation: TRENCH NO. 1-I0 C Equipment: R 1400 ii Location: N ,-i Ul. 01.1)C v GEOLOGIC ATTITUDES DATE: DESCRIPTION: GEOLOGIC UNIT ' A CoI/U6rurtn;�atiCur•_•-' i0 Tn •S (r„r %, ):r/✓. r'SP co y,)uv rr ALLUVwvvi 2-5171- T'7al SCISP 2aJd I- 1', I7r0rJJ1 ✓Y1D1%T To Ve/y rtl r)i••l.. 1 homo 7e 'i coos�'�f r iai•ir GRAPHIC REPRESENTATION r1v.r u.igll SCALE: 1” = S SURFACE SLOPE: /00-S TREND: N Al ' TOT.1 Oept o No (lruunNw•t! fntovrtc/r i Log of Test Pit No. TP -16 ' )ate Drilled: 4/11/90 Logged by: DCP Checked by: GFR Equipment. Backhoe ',.:round Surface Elevation: 1075 feet Driving Weight and Drop: Depth to Water none encountered ' SUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is part of the report prepared by Convene for this project and 3 4 should be read together with the report. This summary applies only at the H O H location of the test pit and at the time of drilling. Subsurface conditions LL ¢ w S ~ 2 a may differ at other locations and may change at this location with the W0 f j .. ¢ W p C passage of time. The data presented is a simplification of actual conditions D w Y J 3 a N L W G O 0 J encountered. Ir p m m E O a O OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine grained sand, rootlets and pin-hole voids to about 3 feet, dry, very dense, near refusal with backhoe, brown 5 —: BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, silty, dry, moderately hard, brown End of test pit at 6 feet No groundwater encountered No caving Test pit backfilled 4/11/90 SCALE: 1'=5' (H=v) SKETCH S800E — -Qoal QP.. I :.. Converse Consultants Inland Empire rroject No. 89-81-165-01 Drawing No. A-25 Log of Test Pit No, TP -15 , )ate Drilled: 4/10/90 Equipment Backhoe around Surface Elevation: 1078 feet Logged by: DCP Checked by: GFR , Driving Weight and Drop: Depth to Water none encountered Project No. Drawing No. Converse Consultants Inland Empire 89-81-165-01 A-24 ' SUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is part of the report prepared by Convene for this project and x 3 ` should be read together with the report. This summary applies only at the G O W F O location of the teat pit and at the time of drilling. Subsurface conditions LL C w Rmay differ at other locations and may change at this location with the W 0 H j .. ¢ a C co passage of time. The data presented is a simplification of actual conditions pj J O H Y U S W mO J encountered. O 0 m O E a O OLD ALLUVIUM (Qoal) - SILTY SAND (SMi fine grained sand, open voids throughout, slightly moist, medium dense, dark brown 5 CLAYEY SAND (SC): fine to medium grained sand, — -- dark brown r10 End of test pit at 13 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: 1'=S• (rf=v) - SKETCH N40OW Qoal Project No. Drawing No. Converse Consultants Inland Empire 89-81-165-01 A-24 ' Log of Test Pit No. TP -14 --:e Drilled: 4/10/90 —uipment: Backhoe --ound Surface Elevation: 1071 feet E Logged by: DCP Checked by: GFR Driving Weight and Drop: Depth to Water. none encountered Converse Consultants Inland Empire t'roject no. 89-81-165-01 vrawing no. A-23. SUMMARY OF SUBSURFACE CONDITIONS SAM LES This log is pan of the report prepared by Convene for this project andF.X. 3 v should be road together with the report. This summary applies only at the O N location of the test pit and at the time of drilling. Subsurface conditions LL j = = may differ at other locations and may change at this location with the W01 7 Cr a ¢ p passage of time. The data presented is a simplification of actual conditions ,:>. J 3o w Y o S O OJ encountered. 0 m m O E O a OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine grained sand, open voids and rootlets throughout, dry, medium dense, brown 5 —_ BEDROCK - PAUBA FORMATION (QP) SANDSTONE: fine grained, silty, moderately weathered, massive, soft to moderately hard, brown End of test pit at 6 feet No groundwater encountered ' No caving Test pit backfilled 4/10/90 NSoeE SCALE: t'=s• (H=v) SKETCH i i Qoal i. �P:.i Converse Consultants Inland Empire t'roject no. 89-81-165-01 vrawing no. A-23. Log of Test Pit No. TP -13 )ate Drilled: 4/11/90 Equipment: Backhoe .;round Surface Elevation: 1075 feet Logged by: DCP Checked by: GFR ' Driving Weight and Drop: Depth to Water. none encountered Project No. Drawing No. Is—iConverse Consultants Inland Empire 89-81-165-01 A-22 ' SUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is part of the report prepared by Converse for this project and 3 should be read together with the report. This summary applies only at the O~ o w F- Nlocation of the test pit and at the time of drilling. Subsurface conditions U. C `+ 2a may differ at other locations and may change at this location with the W N H D — C a ¢ p passage of time. The data presented is a simplification of actual conditions N J O N Y U 2 O O encountered. p m J E M a O OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine grained sand, pin-hole voids to about 3 feet, slightly moist to moist, dense to very dense, dark brown BEDROCK - PAUBA FORMATION (Qp) 10 SANDSTONE fine grained, silty, slightly weathered, massive, moist, soft, brown End of test pit at I1 feet No groundwater encountered No caving test pit backfilled 4/10/90 SCALE: 1'=s• (H=v) SKETCH N27ew I Qoal P Project No. Drawing No. Is—iConverse Consultants Inland Empire 89-81-165-01 A-22 ' Log of Test Pit No. TP -12 ' Date Drilled: 4/10/90 Equipment: Backhoe wound Surface Elevation: 1096 feet ■ Logged by: DCP Checked by: GFR Driving Weight and Depth to Water: none encountered Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-21 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ This log is part of the report prepared by Convene for this project and ',X, 3 ` should be read together with the report. This summary applies only at the O W t- .. H location of the test pit and at the time of drilling. Subsurface conditions ILL j = a 2 2 may differ at other locations and may change at this location with the W N aa O passage of time. The data presented is a simplification of actual conditions w J O `+ } uUj _ 0 as aJ encountered. p O 0 m E a O ALLUVIUM (Qal) - SAND (SP): fine grained sand, dry, loose, brown ' OLD ALLUVIUM (Qoal) - CLAYEY SAND (SQ): fine to medium grained sand, very moist to 3 feet, moist to I 5 �I- 8 feet, loose to medium dense, dark brown BEDROCK - PAUBA FORMATION (Qp) r 10 SANDSTONE fine grained, clayey, slightly moist, soft, brown End of test pit at 11.5 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE:1e=s'-(w=v) SKETCH—: N550E Imo_ Qal 'I Qool Qp Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-21 Log of Test Pit No. TP -11 )ate Drilled: 4/10/90 Logged by: DCP Checked bv: GFR Equipment: Backhoe Driving Weight and Drop: .3round Surface Elevation: 1120 feet Depth to Water none encountered Project No. Drawing No. ,�.i► Converse Consultants Inland Empire 89_81-165-01 A-20 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES I ^ This log is part of the report prepared by converse for this project and v 3 should be read together with the report. This summary g p ary applies only at the O l7 location of the teat pit and at the time of drilling. Subsurface conditions a ¢ H a may differ at other locations and may change at this location with the lu of D F- Z D C a ¢ p passage of time. The data presented is a simplification of actual conditions ,D., J O > u 2 C9 J encountered. r p 0 m G a 0 - OLD ALLUVIUM (goal) - SILTY SAND (SM): fine grained sand, open voids and rootlets to 3 feet, dry, dense, dark brown BEDROCK - PAUBA FORMATION (Qp) 5 SANDSTONE fine grained, silty, slightly weathered, massive, soft to moderately hard, brown End of test pit at 5.5 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: r=S' (H=V) SKETCH —: Nis°W Qoal Qp Project No. Drawing No. ,�.i► Converse Consultants Inland Empire 89_81-165-01 A-20 I Log of Test Pit No. TP -10 1 )ate Drilled: 4/10/90 1 equipment: Backhoe ,hound Surface Elevation: 1102 feet Logged by: DCP Checked bv: GFR Driving Weight and Drop: Depth to Water. none encountered iSUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ This log is part of the report prepared by Convene for this project and 1 ` should be mad together with the report. This summary applies only at the O 3 '- w location of the test pit and at the time of drilling. Subsurface conditions tL R '+ F Sa may differ at other locations and may change at this location with the W epi H 7 .. a. W ¢ p0 passage of time. The data presented is a simplification of actual conditions H J O H Y u 1 p O-1 encountered. p m m F cr 0— OLD ALLUVIUM (goal) - SELTY SAND (SM), fine grained sand, trace clay, abundant open voids and 1 rootlets to 3.5 feet, slightly moist, very dense, dark brown SANDSTONE fine grained, silty, weathered, 1 massive, slightly moist, soft, brown 1 1 1. 1 I 1 I 1. End of test pit at 7.5 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: 1'=5' (H=V) 1 SKETCH r ►r Converse Consultants Inland Empire Cr W S F� O �: N30a W No. Drawing 89-81-165-01 A-19 Log of Test Pit No. TP -9 )ate Drilled: 4/10/90 Logged by: DCP Checked by: GFR Equipment. Backhoe Driving Weight and Drop: around Surface Elevation: 1090 feet Depth to Waten none encountered Project No. Drawing No. Converse Consultants Inland Empire 89_81-165-01 A-18 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is pan of the report prepared by Convene for this project and F X v 3 4 should be read together with the report. This summary applies only at the O .. U M location of the test pit and at the time of drilling. Subsurface conditions IOL ¢ w F 4 may differ at other locations and may change at this location with the W In FD- 7 + ¢ IL C G passage of time. The data presented is a simplification of actual conditions H J O N > u S O O J encountered. O D m J m O E ¢ CL O F- O OLD ALLUVIUM (Qoal) - SILTY SAND (SM}. fine grained sand, trace clay, pin-hole voids throughout, voids decrease with depth, rootlets upper 1 foot, dry, very dense, brown Refusal at 4 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE- 3_'=.5'.(H -V) SKETCH —: N240W QO l Project No. Drawing No. Converse Consultants Inland Empire 89_81-165-01 A-18 I—ate Drilled: Log of Test Pit No. TP -8 4/10/90 Logged by: DCP Checked by: GFR 1-quipment: Backhoe around Surface Elevation: 1109 feet I Driving Weight and Drop: Depth to Waten none encountered ■ SUMMARY OF SUBSURFACE CONDITIONS (SAMPLES This log is part of the report prepared by Convene for this project and ',�, 3 ` should be read together with the report. This summary applies only at the O Q location of the test pit and at the time of drilling. Subsurface conditions IOL R H F2a may differ at other locations and may change at this location with the lu N W C3 R passage of time. The data presented is a simplification of actual conditions w J O w > U S O O J encountered. I O I m m L Cr O a O OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine grained sand, pin-hole voids to about 3 feet, minor rootlets, moist, medium dense, dark brown o L_ BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, silty, unweathered, massive, slightly moist, soft to moderately hard, brown End of test pit at 8 feet No groundwater encountered No caving Test pit backfilled 4/10/90 i rSCALE: 1't:5• (H=v) SKETCH rls^e oal Qp Of MEA Converse Consultants Inland Empire rrojecc No. 89-81-165-01 urawmg no. A-17 late Drilled: 4/10/90 equipment: Backhoe .;round Surface Elevation: 1095 feet Log of Test Pit No. TP -7 Logged by: DCP Checked by: GFR ' Driving Weight and Drop: ' Depth to Water: none encountered Project No. Drawing No. , WConverse Consultants Inland Empire S9-81-165-01 A-16 SUMMARY OF SUBSURFACE CONDITIONS ISAMptESI i This log is part of the report prepared by Converse for this project and I �- should be read together with the report. This summary applies only at the O U location of the test pit and at the time of drilling. subsurface conditions LL C �+ r may differ at other locations and may change at this location with the W N r 7 — C fL G C O passage of time. The data presented is a simplification of actual conditions H J p H >_u 2 W C O encountered. OC 7 m J m O E C 4 O O OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine grained_ minor roots, dry, loose, light brown .! j r - - - ----------------------------------- CLAYEY SAND (SC): fine to medium grained sand, pin-hole voids to about 3 feet, very moist to S feet, slightly moist to 11 feet, medium dense, dark brown 5 C r10 - p SANDSTONE fine to medium grained, silty, slightly f= weathered, micaceous, massive, moist, soft to ~� moderately hard, brown i ! End of test pit at 14 feet No caving No eroundwater encountered Test pit backfilled 4/10/90 SCALE: t'=5' (H=V) SKETCH -: N10W Qoal • QP I . I Project No. Drawing No. , WConverse Consultants Inland Empire S9-81-165-01 A-16 ' Log of Test Pit No. TP -6 ' late Drilled: 4/10/90 Logged by: DCP Checked by: GFR Equipment Backhoe Driving Weight and Drop: '.;round Surface Elevation: 1143 feet Depth to Water none encountered ^ SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Convene for this project and SAM LES 3 should be read together with the report. This summary applies only at the H 0 w location of the test pit and at the time of drilling. Subsurface conditions IL W R F w Sa may differ at other locations and may change at this location with the j 3 N 2 00 passage of time. The data presented in a simplification of actual conditions H Y J O H } p = W O 0 J encountered. -1 0 p IL O OLD ALLUVIUM (Qoal)- SILTY SAND (SM): fine grained sand, rootlets and open voids, dry, loose, light brown ------------------------------------- —.. CLAYEY SAND (SC): fine to medium grained, open voids throughout, moist, medium dense, dark brown BEDROCK - PAUBA FORMATION (Qp) SANDSTONE --medium grained, slightly weathered, massive, dry, moderately hard, brown End of test pit at 4 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: t•=s• (H=v) SKETCH S79 w Q al Q Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-15 Log of Test Pit No. TP -5 Date Drilled: 4/10/90 Logged by: DCP Checked by: GFR 1 Equipment Backhoe Driving Weight and Drop: Ground Surface Elevation: 1117 feet Depth to Water. none encountered t Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-14 ' SUMMARY OF SUBSURFACE CONDITIONS SAM LES This log is part of the report prepared by Convene for this project and 3 ` should be read together with the report. This summary applies only at the F O U M location of the test pit and at the time of drilling. Subsurface conditions IOL C w F Za may differ at other locations and may change at this location with the tu In H j .. W 0 C passage of time. The data presented is a simplification of actual conditions H O O 0 p J encountered. C O =)J m m O E R a O O ALLUVIUM - SAND (SP): fine grained sand, rootlets throughout, dry, loose, light brown BEDROCK - PAUBA FORMATION (Qp) SANDSTONE fine grained, silty, minor pin-hole voids throughout, slightly weathered, dry, moderately hard, brown End of test pit at 4.5 No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: 1e=S• cH=v1 SKETCH 875eW Qa QP Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-14 ' ' Log of Test Pit No. TP -4 ' Date Drilled: 4/10/90 Logged by. DCP Checked by: GFR Equipment: Backhoe Driving Weight and Drop: ;mound Surface Elevation: 1145 feet Depth to Water. none encountered tSUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is part of the report prepared by Convene for this project and H .'X. 3 ` should be mad together with the report. This summary applies only at the O W F ' O location of the test pit and at the time of drilling. subsurface conditions U. ¢ w N F H j Smay differ at other locations and may change at this location with the W s�i IL .. W IL o passage of time. The data presented is a simplification of actual conditions ti 3 i ~ O O J encountered. -1 7m -1 G a ' TOPSOIL - CLAYEY SAND (SC): fine grained sand, rootlets and open voids throughout, dry, loose, dark LF brown ' BEDROCK PAUBA FORMATION (Qp) SANDSTONE fine grained, weathered with open ' voids and rootlets to 2 feet, massive, dry, hard, brown End of test pit at 4 feet No groundwater encountered No caving Test pit backfilled 4/10/90 1 ' SCALE: 1'=5' (H=V) I r M. SKETCH , w404 Converse Consultants Inland Empire 89-81-165-01 a : N9°E A-13 ,ate Drilled: 4/10/90 Fquipment Backhoe ground Surface Elevation: 1073 feet Log of Test Pit No. TP -3 ' Logged by: DCP Checked by: GFR ' Driving Weight and Drop: , Depth to Water. none encountered Project No. Drawing No. Converse Consultants Inland Empire ' 89-81-165-01 A-12 SUMMARY OF SUBSURFACE CONDITIONS SAMPLESI This log is part of the report prepared by Converse for this project and 3 ` should be read together with the report. This summary applies only at the F .. U w location of the test pit and at the time of drilling. subsurface conditions ¢. ¢ w X may differ at other locations and may change at this location with the W u\i D j .. tL a p passage of time. The data presented is a simplification of actual conditionsw J 3 w Y U W W �O J encountered. 7m J M L Q CL O~ inches of TOPSOIL OLD ALLUVNM (Qoal) - CLAYEY SAND (SC): fine grained sand, trace gravel, rootlets to 1.5 feet, dry, very dense, brown —_ Lower 3 feet of test pit exposes reworked sandstone --''� bedrock Refusal at 6 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: 1'=S' tH=v1 SKETCH —: N880E soil � r Qoal I Project No. Drawing No. Converse Consultants Inland Empire ' 89-81-165-01 A-12 ' Log of Test Pit No. TP -2 late Drilled: 4/10/90 Logged by: DCP Checked bv: GFR Equipment: Backhoe ;round Surface Elevation: 1117 feet Driving Weight and Drop: Depth to Water none encountered rrolect no. Drawing No. Converse Consultants Inland Empire 89-81-165-01 A-11 SUMMARY OF SUBSURFACE CONDITIONS This log in part of the report prepared by Convene for this project and SAMPLES v 3 should be read together with the report. This summary applies only at the O~ O U M location of the test pit and at the time of drilling. Subsurface conditions IL R w ' F 2a may differ at other locations and may change at this location with the W N H j .. ¢ W ¢ a) passage of time. The data presented is a simplification of actual conditions w J O Y U S O a J encountered. p m -1 L p CL l O TOPSOIL - CLAYEY SAND (SC):, fine grained sand, L rootlets and open voids throughout, dry, moderately � dense, dark brown __� BEDROCK - PAUBA FORMATION (Qp) 5 SANDSTONE.,fine grained, silty, highlyweathered with open voids and rootlets to 2.5 feet, carbonate _< along random fractures, massive, dry, moderately hard, brown End of test pit at 7 feet No groundwater encountered caving Test pi[ backfilled 4/10/90 I SCALE: 1'=5' (H=V) SKETCH —: N4L t IpsoilI Qp I I I i I I i � rrolect no. Drawing No. Converse Consultants Inland Empire 89-81-165-01 A-11 r Log of Test Pit No. TP -1 )ate Drilled: 4/10/90 Logged by: DCP Checked by: GFR ' Equipment: Backhoe Driving Weight and Drop: ,hound Surface Elevation: 1130 feet Depth to Waten none encountered Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-10 1 SUMMARY OF SUBSURFACE CONDITIONS SAM LEs ,., This log is part of the report prepared by Convene for this project and F 3 w should be read together with the report. This summary applies only at the U U w location of the test pit and at the time of drilling. Subsurface conditions LL R w Sa may differ at other locations and may change at this location with the W H 1- j .. a. 2 pO passage of time. The data presented is a simplification of actual conditions H J O H Y u 2 U CI J encountered. m -1 C m L a O TOPSOIL - CLAYEY SAND (SQ: fine grained sand, dry, medium dense, rootlets and open voids r _ throughout, dark brown BEDROCK - PAU13A FORMATION (Qp) 5 SANDSTONE fine to medium grained, silty, -� rootlets and pin-hole voids to 3 feet, massive, dry, moderately hard, brown End of test pit at 7 feet No groundwater encountered No caving Test pit backfilled 4/10/90 SCALE: 1'=s• (H=v) SKETCH f--: Sao°E i k r - \k y T psoil Qp Converse Consultants Inland Empire Project No. 89-81-165-01 Drawing No. A-10 1 ' Log of Boring No. BH -9 )ate Drilled: 4/24/90 Logged by: DCP Checked by: GFR Equipment: 8" Hollow Stem .auger ,:,round Surface Elevation: 1096 feet Driving Weight and Drop: 140 Ib / 18 in Depth to Water: none encountered ' SUMMARY OF SUBSURFACE CONDITIONS su+ptesI This log is part of the report prepared by Convene for this project and X 3 4 should be read together with the report. This summary applies only at the G O W U M location of the boring and at the time of drilling. Subsurface conditions LL R H ' S 2 may differ at other locations and may change at this location with the W 0 H D — R IL ¢ p passage of time. The data presented is a simplification of actual conditions w j O u 2 OCI J encountered. p m m E c a O OLD ALLUVIUM (Qoai) - CLAYEY SAND (SC)/SILTY SAND (SM): interbedded, fine grained sand, abundant rootlets and organics to about 7 feet, pin-hole voids to about 5 feet, voids decrease with depth, dark brown 5 42 7 112 410 29 7 Ill --------------------------------- SILTY SAND (SM): fine grained sand, brown 15 28 11 116 - SAND-(SF)-medititn io coaise giaitied=ssna; 3--tow-n---- 0 _ _ 53 5 109 SILTY SAND (SM)_ fine to medium grained sand, brown 1 25 I F 30 --------------------------------------- 32 16 108 SILT (ML): clayey, trace fine grained sand, brown End of boring at 30 feet No groundwater encountered Boring backfilled 4/24/90 I Converse Consultants Inland Empire Project No. Drawing No. 89-81-165-01 A-9 L )ate Drilled: 4/25/90 Equipment. 8" Hollow Stem Auger 3cound Surface Elevation: 1079 feet Log of Boring No. BH -8 , Logged by: DCP Checked by: GFR ' Driving Weight and Drop: 140 lb / 18 in Depth to Waten none encountered ' 4 WR p H Sa pO 0-1 SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be reed together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. su+pLes O 3 m E C H ut 3 w j .. 4 O a W O Lu D D It m OLD ALLUVIUM (Qoai) - SILTY SAND (SM): fine to medium sand, rootlets and organics upper 4 feet, brown 5 34 3 111 no recovery of drive sample 10 25 -------------------------------- CLAYEY SAND (SC), medium grained sand, dark N brown ," 14 15 _ _SILT (ML): clayey_ trace fine sand, dark brown26 --------------------- 25 100 CLAYEY SAND (SQ): medium grained sand, brown 20 -- - - --- ---------- - -- - - g --- --- -- --- - -- SAND (SP): medium to coarse rained sand, brown 39 4 103 I CLAYEY SAND (SC): fine to medium sand, brown 25 39 16 110 End of boring at 25 feet No groundwater encountered Boring backfilled 4/24/90 Project No. Drawing No. Converse Consultants Inland Empire ' 89-81-165-01 A-8 ' Log of Boring No. BH -7 ate Drilled: 4/9/90 Logged by: DCP Checked by: GFR -quipmenr. 8" Hollow Stem Auger Driving Weight and Drop: 140 Ib / 30 in 'vround Surface Elevation: 1080 feet Depth to Water: 22.8 feet [_1 1 4 4 1 1 1 f Project No. Drawing No. Converse Consultants Inland Empire 89-81-165-01 Q-7 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is part of the report prepared by Convene for this project and F X 3 4 should be read together with the report. This summary applies only at the a W F .. U M location of the boring and at the time of drilling. Subsurface conditions LL K w F d may differ at other locations and may change at this location with the tu N H j .. ¢ WC p passage of time. The data presented is a simplification of actual conditions H J O w Y U = 0 O O J encountered. O m m O E a O ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, rootlets and pin-hole voids to 3 feet, dark brown 58 7 106 5 20 10 �::' OLD ALLUVIUM (goal) - SAND (SP): fine to medium 13 10 117 grained, locally silty, brown =1 BEDROCK - PAU13A FORMATION (Qp) 'I SANDSTONE: fine to medium grained, silty, trace 15 gravel, brown 79 7 112 I I 20 SILTSTONE micaceous (about 90% mica), trace = fine grained sand, increased moisture, silvery brown I 31 13 114 25 End of boring at 25 feet Let boring stabilize 8 minutes; groundwater at 22.8 feet I Boring backfilled 4/9/90 I I I Project No. Drawing No. Converse Consultants Inland Empire 89-81-165-01 Q-7 C late Drilled: 4/9/90 Equipment: 8" Hallow Stem Auger ;round Surface Elevation: 1099 feet Log of Boring No. BH -6 , Logged by: DCP Checked by: GFR ' Driving Weight and Drop: 140 Ib / 30 in Depth to Water: none encountered ' ` W p D N 2a ¢ al O J SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Convene for this project andF should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.p SAM LES o U.0 m 3 m X .. ¢ w E 3 w j .. Y U O a ¢ 2 O W H J m ALLUVIUM (Qal) - SELTY SAND (SM): fine grained sand, abundant voids to 4 feet, dark brown 61 5 113 5 33 layers of clayey sand 10 -- - - - - - OLD ALLUVIUM (Qoal) -SILTY SAND (SM) --- Ij 56 10 117 IS W. 19 BEDROCK - PAUBA FORMATION (QP) SANDSTONE fine to medium grained, silty, brown. ' Local interbeds of green clayey siltstone 20 __ 63 10 123 medium grained gravelly interbeds 0/10'1 8 85 End of boring at 25 feet No groundwater encountered Boring backfilled 4/9/90 Project No. Drawing Na. Converse Consultants Inland Empire ' �:/ 89-81-165-01 A-6 ' Log of. Boring No, BH -5 1 )ate Drilled: 4/9/90 Logged by: DCP Checked by: GFR °quipment 8" Hollow Stem Auger .wound Surface Elevation: 1073 feet Driving Weight and Drop: 140 Ib / 30 in Depth to Water: 27.3 feet ' SUMMARY OF SUBSURFACE CONDITIONS SANPtESI This log is part of the report prepared by Convene for this project and ` should be read together with the report. This summary applies only at the F, O 3 H location of the boring and at the time of drilling. Subsurface conditions IOL ¢ w 1 HSa may differ at other locations and may change at this location with theW N H j W C p passage of time. The data presented is a simplification of actual conditions HUJ O O J encountered. C 7 O m J m O C CL ALLUVIUM (Qal) - SII,TY SAND (SM): fine grained, rootlets and pin-hole voids to about 3 feet, light brown ----------------------------------- ---- 27 9 112 5 SAND (SP): fine to medium rained, light brown 14 i 'r 10 q 33 13 121 wet layers of medium grained sand 15 10 i 1 ------------------T61y'--------------- SILT (ML): clayey, possibly upper weathered I bedrock, gray -green 20 . 17 14 116 _ BEDROCK - PAUBA FORMATION (Qp) SANDSTONE/SIL=ONE. interbedded, clavey, fine _21 5SANDSTONE: to medium grained sandstone, brown and gray -green 41 18 107 fine grained, increased moisture. i 0 . — mottled grav and brown 41 30 90 End of boring at 30 feet Let boring stabilize 7 minutes; groundwater at 27.3 feet Boring backfilled on 4/9/90 Project No. Drawing No. Converse Consultants Inland Empire 89-81-165-01 A-5 Date Drilled: 4/9/90 Equipment: 8" Hollow Stem Auger around Surface Elevation: 1080 feet Log of Boring No. BH -4 ' Logged by: DCP Checked by: GFR ' Driving Weight and Drop: 140 lb / 30 in Depth to Water. none encountered Project No. Drawing No. WConverse Consultants Inland Empire 89-81-165-01 A-4 , SUMMARY OF SUBSURFACE CONDITIONS SAMPLESI This log is part of the report prepared by Convene for this project and >- X 3 should be read together with the report. This summary applies only at the O W .. U N location of the boring and at the time of drilling. Subsurface conditions IL ¢ H 2 S may differ at other locations and may change at this location with the w 0 17- j — ¢ da s passage of time. The data presented is a simplification of actual conditions H j O N T u S 0 OJ encountered. o m m a M IL o (Qal) - SII.TY SAND (SM): fine grained, IALLUVIUM ; abundant rootlets and pin-hole voids, loose, brown j 70 22 105 ---------------------------------- SAND (SP): fine to medium grained, trace silt, 15 5 brown - 10 no recovery of drive sample 22 --------------------------------------- CLAYEY SAND (SM): fine to medium grained, dark brown - 15 23 20 26 18 108 BEDROCK - PAUBA FORMATION (QP) 1::._—J SANDSTONE fine grained, clavey, massive __.� appearance, local medium grained interbeds, _ gray -green :_1 -I 25 39 16 115 !! -I _i clean medium grained sandstone interbeds 30 58 16 110 End of boring at 30 feet No groundwater encountered I Boring backfilled on 4/9/90 j Project No. Drawing No. WConverse Consultants Inland Empire 89-81-165-01 A-4 , ' Log of Boring No. BH -3 'are Drilled: 4/9/90 Logged by: DCP Checked by: GFR rquipmenC 8" Hollow Stem Auear ' iround Surface Elevation: 1155 feet Driving Weight and Drop: 140 Ib / 30 in Depth to Water. none encountered ' SUMMARY OF SUBSURFACE CONDITIONS SAMPLESI This log is part of the report prepared by Convene for this project and X 3 should be read together with the report. This summary applies only at the F O N location of the boring and at the time of drilling. Subsurface conditions U. ¢ w H aS may differ at other locations and may change at this location with the w N 1=- j ., ¢ a W ¢ O passage of time. The data presented is a simplification of actual conditions w J 3 in Y U 2 a J encountered. O m m E O a O BEDROCK - PAUBA FORMATION (Qp) r CLAYEY SIL=ONE (continued) 'F- 40 21 13 118 ' End of boring at 40 feet No groundwater encountered Boring backfilled 4/9/90 ,I 'I i I I I I Converse Consultants Inland Empire Project No. Drawing No. 89-81-165-01 A-3 late Drilled: 4/9/90 Equipment: 8" Hollow Stem Auger .hound Surface Elevation: 1155 feet Log of Boring No. BH -3 , Logged by: DCP Checked by: GFR ' Driving Weight and Drop: 140 lb / 30 in ' Depth to Water. none encountered Project No. Drawing No. Converse Consultants Inland Empire , 89-81-165-01 A-3 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES This log is part of the report prepared by Convene for this project and should be read together with the report. This summary applies only at the O 3 .. U location of the boring and at the time of drilling. Subsurface conditions M a 2 w Rmay differ at other locations and may change at this location with the W h h]- D .. C D , ¢ p passage of time. The data presented u a simplification of actual conditions H J O w } U 2 C Q J encountered. M 3 J O K 0, f - O m m E O O BEDROCK - PAUBA FORMATION (Qp) SANDSTONE fine grained, silty, dark brown — I 42 9 106 J— 5 44 5 122 --------------------------------------- SANDSTONE medium to coarse grained, less silt, 10 r i dull white to light brown 43 2 102 :i 15 1 —:1 — F—I i 20 --------------------------------------- CLAYEY SILTSTONE minor fine grained 28 22 98 sandstone interbeds, green -gray 25 30 - II I I II 0/I1' 13 I 106 Project No. Drawing No. Converse Consultants Inland Empire , 89-81-165-01 A-3 Log of Boring No. BH -2 _ ate Drilled: 4/4/90 Logged by: DCP Checked by: GFR quipmenc 8" Hollow Stem Auger ,vround Surface Elevation: 1158 feet Driving Weight and Drop: 140 Ib / 30 in Depth to Waten none encountered ' a+ ` SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Convene for this project and should be read together with the report. This summary applies only at the SANPIESI O 3 Hlocation of the boring and at the time of drilling. Subsurface conditions U. ¢ w amay differ at other locations and may change at this location with the W 0\1 j .. ct CL ¢ 0 passage of time. The data presented is a simplification of actual conditions N J O w p Z W O ¢ O O J encountered. ¢ 7 J O } I M 11. H 0 0 E O I O End of boring at 35 feet No groundwater encountered i Boring backfilled on 4/9/90 � I I i I I j Converse Consultants Inland Empire Project No. Drawing No. 89-81-165-01 A-2 ,are Drilled: 4/4/90 Fquipment: 8" Hollow Stem ?,user ;round Surface Elevation: 1158 feet Log of Boring No. BH -2 ' Logged by: DCP Checked bv: GFR ' Driving Weight and Drop: 140 Ib / 30 in Depth to Water: none encountered , L SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by converse for this project and should be read together with the report. This summary applies only at the SAMPLES! O W 3 f- L) M location of the boring and at the time of drilling. Subsurface conditions IL ¢ + FSa may differ at other locations and may change at this location with the W (n a. LL 2 O ¢O passage of time. The data presented is a simplification of actual conditions HY 3 0W _j encountered. Ir m I a tL E tL O O �� TOPSOII -CLAYEY SAND (SC), fine grained sand, trace gravel, rootlets throughout, abundant pin-hole —' voids, angular fragments of siltstone, dark brown .I i 48 7 114 BEDROCK - PAU13A FORMATION (Qp) SANDSTONE: fine grained, silty, brown I i0/'9" 112 118 X70/10' 6 119 10 i decreasing silt content _I well rounded gravel 15 rm'.'.I r_'i 20 `_-� medium grained sandstone interbedsJ .1 64 I 6 111 21 I ^I I I t I I --------i i CLAYEY SII TSTONE micaceous, bedded, green -gray, Thin interbeds of sandstone: =» � 16,106; Project No. Drawing No. 10—iConverse Consultants Inland Empire ' 89-81-165-01 A-2 ' Log of Boring No. BH -1 ate Drilled: 4/4/90 Logged by: DCP Checked by: GFR rquipmenr._ Bucket Auger Driving Weight and Drop: 0-25', 2525 ib. 25 -25, 1400 ib. ,...round Surface Elevation: 1168 feet Depth to Waten none encountered ' I SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Convene for this project and should be read together with the report. This summary applies only at the SAMPLES F, 3 N location of the boring and at the time of drilling. Subsurface conditions lL ¢ w F d may differ at other locations and may change at this location with the W m D j IL ¢ p passage of time. The data presented is a simplification of actual conditions J H .. S pp J encountered. w O Y U a O m m E O O End of boring at 35 feet No groundwater encountered No caving w Boring backfilled and tamped on 4/4/90 � 4Project No. Drawing No. Converse Consultants Inland Empire 89-81-165-01 is -1 )ate Drilled: 4/4/90 Fquipment: Bucket Auger ,hound Surface Elevation: 1168 feet Log of Boring No. BH -1 , Logged by: DCP Checked by: GFR ' Driving Weight and Drop: 0-25', 2525 Ib.: 25 -45', 1400 Ib. ' Depth to Water. none encountered Project No. Drawing No. j -p Converse Consultants Inland Empire , �:! 89-81-165-01 A-1 SUMMARY OF SUBSURFACE CONDITIONS sutptesI This log is part of the report prepared by Converse for this project and X 3 ` should be read together with the report. This summary applies only atthe O V U location of the boring and at the time of drilling. Subsurface conditions M LL K w 2 2 may differ at other locations and may change at this location with the (L Ia W (n H 7 C 1 W(z c; passage of time. The data presented is a simplification of actual conditions H J p H } u _ O I O J encountered. O I m m E It It M O BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, silty, massive, rootlets 9 7 126 throughout, dark brown -------—----------------------------- SANDSTONE: fine grained, increased silt content, 6 14 112 =<'I massive, brown 5 `i -:> l0 I'_. SANDSTONE:, fine to medium grained, trace to 6 4 98 little silt, massive, dull white :I - ----------------------------------- :1 SANDSTONE: medium ;rained, silty, massive, brown 15 - _,I I I 0—I I sl C -I increasing moisture - CLAYEY SII TSTONE: thin interbeds of sandstone, 3 98 green-grav I ————---————---------———------——--————— C-. SANDSTONE: fine grained, clavey, massive, dark 30 brown --. �= Approximate bedding at 25 feet: N6. E, 60NW I — 5 !1 ;124! Project No. Drawing No. j -p Converse Consultants Inland Empire , �:! 89-81-165-01 A-1 I 1 [1 1 11 =Cfisg-I DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan W LL z g i s M Qa LOG OF BORING 1• a F a W m '_ z 0> Sheet 1 of 1 SOIL TEST is v "' m C n E o z Z DESCRIPTION D m m O .a W O 0 ALLUVIUM SILTY SAND: medium brownish gray, dry, very fine to medium, trace fine gravel @3' Becoming slightly clayey, 5 19 14 I10 medium dense 15 @7' SAND: medium dense - No Recovery 10- 20 @11.5' Light brown, fine to medium, slightly moist, medium dense 15- 12 @17.5' Becoming predominantly coarse, moist, medium dense 20 25 @25' SILTY SAND,blue-gray, fine to coarse, moist 30—_18 @29.5' SAND: yellowish brown, coarse, thinly laminated, moist, occasional coarse gravel, medium dense . Total Depth = 30.5' 35 No Groundwater Encountered JOB _7 - 4_ _ ICG INCORPORATED ' B_, DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION LOCATION: See Plot Plan w LLz o a �� oa LOG OF BORING 2• U. No G'7 F U. q f W Q N ]F W Z W.. (I Sheet 1 Of 1 SOIL TEST fl U -i m E ¢ J > E Z p a in Z DESCRIPTION a 0 W m U H W ° ALLUVIUM SANDY SILT: medium brown, dry, 9 98 trace coarse gravel @2' Grading into a fine sand, moist, medium dense 5- 10 105 @6' Denser 10 @9' SILTY SAND: medium grayish brown, moist @11.5' SAND: light gray, fine to coarse, moist, loose 15— @17.5' SANDY SILT. dark grayish brown, very fine to fine, moist, 20 medium dense 25- 30— @29.5' SAND: light brown coarse, slightly moist, medium dense @30' SANDY SILT: dark greenish gray, very moist to damp, medium dense Total Depth = 30.5' 35 No Groundwater Encountered 08-7555-004-00-001ICG INCORPORATED I k1GURE: B -z I LJ U 1 I I 11 DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan W �Z o a a� °a LOG OF BORING 3* LL '0W i- LL w N i ° r Sheet I of 2 E ¢¢ 3 J H W ¢ r J SOIL TEST W O Jm ¢ 7 E O a Z DESCRIPTION D 0 of m U H W O ALLUVIUM SANDY SILT. dark brown to brown, slightly moist 5- 26 8 .110 @5' Slightly porous, occasional 9 104 white caliche veinlets, medium 23 dense @6' SILTY SAND. medium brown slightly moist, medium dense 10—@8' Light brown to orangish brown, very fine, trace coarse 16 @11.5' SAND; light gray dry to slightly moist, medium dense 15 27 3 100 @16' SAND: light yellowish brown, coarse, medium dense 20 @19' Becoming brown, fine to coarse 21 @21.5' Becoming orangish brown and coarse to gravelly, slightly moist, medium dense 25- 14 @26' SANDY SILT: light grayish green, moist, medium dense 30- 8 @31.5' Light gray coarse moist, loose 35 @37' GRAVELLY SAND: light gray, increasingly more difficult -7 -` 4- _ ICG INCORPORATED B_ xCC-P a- 3 . DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan W a c F °o W a. W = it �LL a LOG OF BORING 3 • 41 w m a Sheet 2 of 2 J IL W O= J F SOIL TEST a. W v J m L m J m v a DESCRIPTION O Mw � 40 moist, medium dense Total Depth = 40.5' No Groundwater Encountered 45- 560657075 60- 65- 70- 75— JOB 08-7555-004-00-001ICG INCORPORATED . B -a 1 1 1 1 I 1 11 1 1 LI X-C G13 -,f . DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan U o e a. a. a w- o0. a LOG OF BORING 4• w IL az M o U. m ~¢ w % �' u~i = w V ¢ } Sheet 1 of I SOIL TEST H W J V U p m R Q Y j 0 Fw- E 0 a M DESCRIPTION o N m O Z= wW O 0 ALLUVIUM SANDY SILT: light brown, slightly moist, trace coarse, dense 5 47 5 118 @4' SILTY SAND: medium orangish brown, dry to slightly moist, dense 18 4 101 @7' SAND: light brown very fine, slightly moist 10 8 @10.5' SANDY SILT: medium to dark, moist, loose @12.5' SAND: light brown, fine, slightly moist 15 10 @17.5' Loose to medium dense 20- 25 ----------------------------- -- @25' @25' SANDY CLAY: bluish gray, moist, stiff ----------------------------- @27' SAND: dark brown, fine, medium dense 30-20 @29.5' Tan, coarse, slightly moist, gravelly in part, medium dense Total Depth = 30.5' No Grounwater Encountered 35- 5 4- - 04-00-001 ICG INCORPORATED ` B-51 X66a-s -- 1 DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan W ' = o > a W j r ° a' a_ LOG OF BORING 5• W 0~ LL W 0) y Z Q> Sheet 1 of I 11 SOIL TEST IL c'�i'" o m f J m E= U am DESCRIPTION N O w W O ALLUVIUM SILTY SAND: light brown, dry, trace gravel, medium dense 32 11 121 @3' SANDY SILT: orangish brown, very fine to coarse, moist, dense 5 21 5 105 @6.5' SAND: light orangish brown, fine to coarse, slightly moist, medium dense 10- 25 @11.5' GRAVELLY SAND: becoming tan to white, coarse, moist, medium dense 15 21 @17.5' SILTY SAND: light gray, fine to coarse, moist, medium dense 20— 0----------------------------- - ------------------------------ @23' @23' CLAYEY SILT: light brownish 29 green, wet, stiff to dense ----------------------------- @28.5' SAND medium, very fine, 20 30 moist, medium dense Total Depth = 30.5' No Groundwater Encountered 35 JNC 080!7 55=o04-00-0 1CG INCORPORATED' 1 1 1 1 LJ 1 1 CI 1 1 1. 1 I -1 1 [1 11 11 1 DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan W LL = o W a> W n } ° a LOG OF BORING 6' o '" a r W E va 'o- i C r Sheet 1 of 2 a 3 o J IL a X N W ¢ F J a SOIL TEST m J 0 E_ a DESCRIPTION p 0 HW ❑ ALLUVIUM SANDY SILT: light brown, dry, medium Maximum Density/ dense Optimum Moisture @1' Becoming slightly clayey Direct shear 5— 13 6 106 @4' SILTY SAND: dark brown, fine to Expansion coarse, slightly moist, medium dense Sand Equivalent Sieve 11 12 109 @° 7' Moist, medium dense 10- 14 @11.5' SAND: medium brown, dry, coarse to gravelly, medium dense 15 10 @18.5' Black to dark gray, coarse 20 gravelly, dry @19' SILTY SAND: dark grayish brown, fine, very moist, medium dense 21 @22.5' SAND. light gray fine to coarse, trace gravel, dry, slightly 25 moist, medium dense 30 14 @29.5' SANDY SILT: dark greenish brown, very moist, medium dense 35 NO -� -004-00-001 ICG INCORPOUTED = B_� DATE OBSERVED: 9-21-88 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: DRS GROUND ELEVATION: LOCATION: See Plot Plan W WU. a0 ° oU. a f J r W j ¢ a ° `a' LOG OF BORING 6s W h W 0 h 2 O} Sheet 2 of 2 = Q¢ 3 J W W o a h a SOIL TEST W U~ J a � E O Z DESCRIPTION p 40 W m U M W O 45 20 @44.5' SAND: dark brown, very fine, very moist to damp, highly micacious, medium dense Total Depth = 45.5' No Groundwater Encountered 50 55 60 65 70 75 o -7 5 =` a- 0-o ICG INCORPORATED B 1 1 1 1 1 1 1 i L11 1 I I 1 1 1 1 I 1 I 1 [] 1 1 1 [1 I 1 1 1 1 1 1 1 1 DATE OBSERVED: 1-10-89 METHOD OF DRILLING• 8" Hollow Stem Auger LOGGED BY: RCM GROUND ELEVATION: LOCATION: See Geotechnical Mao w U- 4 WO 0 a o NIL V) a C,°, U °D m o J m w a E Y) - a. m x J m c\ � z oP E Z U ° a a> aw m M W LOG OF BORING 1 Sheet 1 of I DESCRIPTION SOIL TEST ALLUVIUM SILTY SAND: yellowish brown, slightly moist, loose to medium 27 7 122 dense 5 ----------------------------- SILTY SAND: light yellowish brown, 16 7 106 slightly moist, medium dense ----------------------------- 12 9 113 10 SAND: gray, slightly moist, trace silt, slightly moist, medium dense ------------------------------ SILTY SAND: yellowish brown, 15 moist, medium dense 15 ----------------------------- SILTY SAND: dark gray, moist, loose 5 PAUBA FORMATION 20 CLAYEY SILT: greenish gray, moist to wet, medium stiff ----------------------------- SANDY SILT: yellowish brown, moist, dense 32 25 30 ----=------------------------ SAND gray, wet, saturated, trace silt, dense 50 35 Total Depth = 35' Groundwater Encountered Lla 33' .08-6 74 '- 12- - ICG INCORPORATED � B-9 iCG a -s DATE OBSERVED: 1-10-89 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: RCM GROUND ELEVATION: LOCATION: See Geotechnical Mal) W LLZ o Y a o:� °a LOG OF BORING 2 IL M„, m H LL ` f w Q an 7F z wv ° r Sheet I of 1 F 0) Q Jw A J w G t- SOIL TEST W IL O J m E (r J m 0Z Z 0 ILM w DESCRIPTION ,Z, O 0 ALLUVIUM SILTY SAND: dark brown, moist, loose to medium dense 27 7 116 5 ----------------------------- SAND: yellowish brown, slightly 32 7 114 moist, trace silt, dense ----------------------------- SILTY SAND: dark gray, moist, 10 15 20 medium dense ----------------------------- SILTY SAND: brown, moist, medium 22 13 106 dense 15 -------------------ens------- SAND: gray, moist, medium dense 19 20 PAUBA FORMATION SILTY SAND: yellowish gray, 55 moist, very dense 25 -------------yellow--ish--brown-------------- SILTY SAND: moist 40 30 Total Depth = 29.5' No Groundwater Encountered 35 JOB 08-6574-012-00-001 ICG INCORPO"RATED. B -I 01 I 1 1 I 11 I 1 sc&&- 9 DATE OBSERVED: 1-12-89 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: RCM GROUND ELEVATION: LOCATION: See Geotechnical Man W u. z a o > a LU ° a LOG OF BORING 3 IL ma LL w E m q Z a> Sheet 1 of 2 2 6a ami 3 J UyW JF SOIL TEST IL U~ m C O W 3 E a Z DESCRIPTION O 0 9) m O H W ALLUVIUM SILTY SAND: brown, moist, loose...... Particle Size Analysis 36 SILTY SAND: yellowish brown, slightly Sand Equivalent 5 118 moist, dense Maximum Density 5 ----------------------------- Expansion SAND: yellowish brown, slightly 19 3 101 moist, medium dense 10 20 6 107 19 12 15 ----------------------------- SAND: yellowish brown, moist, trace silt, medium dense 21 20 ---------------, ----,---------- SAND: yellowish grayis trace gravels, medium dense 27 25— ------------------------------ SILTY SAND: brownish gray, moist, 24 medium dense 30 ------------------------------ SANDY SILT: yellowish brown, moist, medium dense 27 35— ----------------------------- SILTY SAND: brownish gray, moist, JJOB 108-(574-012-00-001 ICG INCORPORATED =B_ 1 DATE OBSERVED: 1-12-89 METHOD OF DRILLING:_ 8" Hollow Stem Auger LOGGED BY: RCM GROUND ELEVATION: LOCATION: See Geotechnical Mao ui W ' z °o > a m ° a LOG OF BORING 3 m m m �-z > Sheet 2 of 2 J V 30 R y H P J w SOIL TEST O~ m m z U z w DESCRIPTION p 40 a¢i O 21 Total Depth = 42' No Groundwater Encountered 45 50 55- 5606570 60- 65- 70 75 JOB 108-6574- ICG INCORPORATED `B-12 .12-00-001 E I 1 1 J L I 1 I 1 1 I 1 [1 DATE OBSERVED: 1-12-89 METHOD OF DRILLING: 8" Hollow Stem Auger LOGGED BY: RCM GROUND ELEVATION: LOCATION: See Geotechnical Mar) `m ' z ° W > W a W LL ° a LOG OF BORING 4 IwL F LL O W J N Z W Q Y F Sheet I OI I SOIL TEST U~ 0 L Oz J aN a w m a -i O Z Z DESCRIPTION p0 M O y W 0 - ALLUVIUM SILTY SAND: light brown, moist ----------------------------- SILTY SAND: dark brown, moist, 14 8 I10 slightly porous, medium dense 5 ----------------------------- SILTY SAND: light brown, moist, 13 to 115 slightly porous, medium dense 10-11 16 110 Consolidation 14 PAUBA FORMATION 15 SANDY SILT: yellowish brown, medium dense to dense 34 20 Total Depth = 19.5' No Groundwater Encountered 53035 25- 30- 35— JOB 08-6574- 12-00-001 ICG INCORPORATED 'B -I OEPTF (a) 14 ❑ TTP PCQTCTAU C JOB M . ,74012-0000 DATE . 01/03/BB LOCATION . PC -1 FILE N . 2 L13CAL FRICTION FRICTION RATIO m ' u trCRL I LN 1 J ti i I I i MAX DEPTH 11.57 I P S O N E E R D R S L L S N G INTERPRETED CONE PENETRATION TEST DATA PROJECT NAME: HIGHLAND SOIL PROJECT NO. 6574012-0 LOCATION PC-, ' DATE AVERAGE UIIT WEIGHT OF 01/03/88 SOIL (PCF)-- 125 DEPTH TO AROUND WATER(FT)---------- ^8.7 1 :EPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU TSF. TSF. ! LI1 MM DEG TSF TSF + 0.1 0.88 SANDY SILT AND SILT 2 0^ 0.03 -_ 0 t 0.4 -5.7 'S.0 3.1 C.48 SILTY SAM SAM 7 20 0.09 - - 0.03 i.8 50.3 0.2 0.32 SAND 3 21 1.23 -- --- 0.05 1.1 135.1 0.2 0.23 SAND 9 23 1.52 -- --- 0.07 ' 1.4 88.7 0.2 0.24 SAND 12 28 1.68 -- --- 0.09 -- 1.7 136.4 0.4 0.27 SAND 19 41 1.71 -- --- 0.11 -- 2.1 134.5 0.3 0.13 SAND 25 53 1.88 -- --- 0.13 ' 2.4 2.7 194.2 227.9 0.2 0.3 0.0E 0.13 SAND 25 50 1.93- 0.15 SAND 29 56 1.97 - - --- 0.17 _- 3.1 255.4 0.7 0.2E SAND 33 62 1.91 -- --- 0.19 -- 3.4 193.4 0.5 0.27 SAND 26 48 1.76 -- --- 0.21 ' 3.7 161.3 0.4 0.27 SAND 22 39 1.73 -- --- 0.23 -- 4.0 '_28.7 0.5 -.37 SAND 18 32 1.59 48 90 0.25 4.4 -04.6 ''8.-' 0.4 0.37 SAND i5 25 1.54 47 31 9.27 7 5.0 94._ ',•3 0.3 =•3= 0.35 SAND. 14 23 1.58 46 78 0.29 -- 3.3 88.2 0.3 0.36 SAN*_ SAND 14 22 1.54 46 76 0.31 5.7 89.4 0.3 C.36 SAND 13 20 1.50 45 74 0.33 ' 6.0 97.0 0.3 0.31 SAND 13 14 20 21 1.51 1.60 45 45 74 0.35 6.3 95.6 0.4 0.40 SAND 76 0.38 6.; 88.1 0.3 0.36 SAND 14 21 .1.48 45 75 0.40 7.0 82.4 0.3 0.36 SAND 13 19 1.50 44 72 0.42 7.3 90.2 0.Z 0.35 SAND 12 17 1.48 44 70 0.44 -- 7.6 102.6 0.4 0.42 SAND 13 19 1.52 44 2 0.46 ' 3.0 8.3 101.2 =07.9 0.5 0.44 SAND 15 15 21 21 1.48 1.44 44 44 74 14 0.48 0.50 0.5 0.46 SAND 8.6 87.5 0.4 0.43 SAND 16 22 1.44 44 75 0.52 8.9 84.E 0.2 0.29 SAND 13 13 1.40 43 68 0.54 ' 9.3 82.0 0.3 0.30 SAND 12 16 1.59 42 56 0.56 9.6 -003.3 0.3 0.36 SAND 12 1-5 1.56 42 65 0.58 -- 9.9 101.0 0.4 0.38 SAND 12 16 1.49 42 65 0.60 10.2 127.6 0.6 0.44 SAND 15 18 1.53 43 71 0.62 10.6 147.9 0.6 0.42 SAND 18 23 1.52 44 77 0.64 -- 10.9 159.6 0.8 0.47 SAND 21 26 1.57 44 82 0.66 23 28 1.54 45 84 0.68 -- v. t I 1 P 2 O N E E R D R 2 L L 2 N G ' INTERPRETED CONE PENETRATION TEST DATA ' DEPTH C FS FR - SC_L BEHAVIOR TYPE SPT J5C PHI ZR PO SU ' FT. TSF. TSF. N N1 MM DEG ., TSF TSF. 11.. 100.9 0.7 0.45 SAND 23 2'. 1.55 44 34 0.7°) -- ' 11'5 _:0.= •' 0.45 SAND 23 27 1.56 44 33 0.72 -- i=._ 155.: C.7 x).46 SAND' 22 26 1.52 44 81 0.74 -- 147.5 0.8 ?.51 SAND 22 5 1.47 44 79 0.76 -- ' 12.5 141.6 0,7 0.46 SAND - 2C 23 1.5' 43 77 0.73 -- :"9 ` l!3.7 ;.6 `.39 SAND 22 24 1.61 44 50 0.80 -- -- ---.- :..7 zc :AND '3 "_ 1.55 44 :0 0.82 -- --. __4.0 0.- 0.48 SAND 20 21 1.43 i3 74 0.84 -- 1 _ =° - 1).3 0.75 SAND 17 i3 :.CS 41 c3 0.87 -- 14. 55.5 0.9 1.58 SILTY SAND 15 17 0.08 38 42 0.89 -- 4. .'.5 0.°. 5 SANDY SILT AND SILT - C.O� -2o 0.91 -- ' 1�.5 16.8 0.2 1.01 SILTY SAND 5 5 0.05 32 20 0.93 -- 15.2 46.5 0.5 1.10 SILTY SAND 13 13 0.09 37 34 0.95 -- 15.5 79.3 0.8 0.95 SAND i6 16 0.61 39 51 0.97 -- , 15.8 97.2 1.2 1.26 SAND 22 22 0.33 40 59 0.99 -- i 16.1 150.2 1.0 0.65 SAND 23 23 1.34 42 74 1.01 -- ' 16.5 101.1 0.3 0.83 SAND 18 18 0.95 40 60 1.03 -- 15.8 43.4 1.5 3.46 SANDY SILT AND SILT 18 17 0.02 36 30 1.05 -- 1 17.1 60.= 1.4 2.32 SILTY SAND 13 18 0.06 38 39 1.G7 -- 17.5 96.7 1.0 1.02 SAND 19 18 0.58 40 56 1.09 -- :7.8 50.3 :?.8 1.49 SILTY SAND 14 14 +).08 37 32 1.11 , 18.1 22.2 0.8 3.42 CLAYEY SILT AND SILTY CLAY 10 '_0 --- -- --- 1.13 1:32 .:.4 :-.Z 0.2i.8= SANDY SILT AND S.LT 5 _ O.C2 3 20 1.15 -- 13.E 15.3 0.3 2,18 SANDY SILT AND SILT 6 6 0.02 31 20 1.i7 -- 19.1 , OF. 8 1•:? 0.3:3 SAND 19 0.94 4C-- 19.4 115.6 1.3 1.13 SAND 23 21 0.68 40 60 1.21 -- 19.8 99.7 1.5 1.47 SAND 26 23 0.13 39 53 1.23 -- 20.1 109.6 1.5 1.35 SAND 25 2" 0.38 40 57 1.2.5 -- , 20.4 116.7 1.4 1.17 SAND 23 21 0.65 40 59 1.28 -- 20.7 101.8 1.3 1.29 SAND 23 20 0.39 39 53 1.30 21.1 38.6 1.7 4.28 CLAYEY SILT AND SILTY CLAY 19 17 --- -- --- 1.32 2.33 21.4 27.4 1.1 3.98 CLAYEY SILT AND SILTY CLAY 13 12 --- -- --- 1.34 1.63 21.7 29.6 1.1 3.61 CLAYEY SILT AND SILTY CLAY 13 12 --- -- --- 1.36 1.77 22.0 67.8 1.5 2.20 SILTY SAND 20 17 0.06 37 36 1.38 -- 22.4 70.5 1.8 2.57 SILTY SAND 22 18 0.05 37 37 1.40 -- ' 22.7 84.1 1.4 1.61 SILTY SAND 23 19 0.09 39 43 1.42 -- 23.; 90.4 2.2 2.76 SANDY SILT AND SILT 25 2i 0.05 38 41 1.44 -- 23.4 92.2 2.1 2.27 SILTY SAND 27 22 0.07 38 45 1.46 -- ' 23.7 92.< 3.2 3.48 SANDY SILT AND SILT. 33 27 0.03 38 45 1.48 -- 24.0 102.8 4.1 4.01 SANDY SILT AND SILT 42 34 0.02 39 49 1.50 -- 24.3 85.4 4.1 4.78 CLAYEY SILT AND SILTY CLAY 42.34 --- ----- 1.52 5.24 ' 24.', 82.8 4.3 5.14 CLAYEY SILT AND SILTY CLAY 44 36 --- -- --- 1.54 5.08 25.0 106.5 5.0 4.73 CLAYEY SILT AND SILTY CLAY 51 41 --- -- --- 1.56 6.56 nom_• I 1 11 1 I l_J 1 I I P S O N E E R D R S L L S N (::; INTERPRETED CONE PENETRATION TEST DATA DEc 1 C FS FP. SUIL BELLA IORTYPE SPT D50 PHI DR PO SU FT. 7SF. ,SF. N N1 "L*! DEG ut TSF TSF. �`'•- =7. 2.3 3.98 CLA:=EY SILT AND SILTY CLAY 26 21 --- - - 1.58 3.50 25.- "0.3 0.9 2.18 SANDY SILT AND :SILT 12 10 0.:)5 ?} 20 1.60 -- :9 .1 1.5 3.69 SANDY SILT AIM SILT 13 14 0.01 33 20 I.6G -=._ :.3 2.83 SANDY SILT AND SILT 22 17 0.01 -5 '1 1.64 -- r _4.R 2.8 5.18 C:,AYEY STILT AND SILTY '--LAY 31 24 --- r- 1.67 3.32 1.772LAYE7 SILT AND3ILT7 ^LAY 3. .6 --- -_ --- 1.69 4.43 CLAY 63 3 --- -- -- i• 1 4.17 -� -o - --- - •6 _ 4 29 •_ SANDY =Ii.: .'.ND _=LT 55 42 '.'.O1 �_ `_4 -.73 -- `-'` `8'2 -- Y 7•1 -•�'0 SILTY SA14D 4 0.08 42 22 1 75 -- _,.6 -14•- -14.' 6.5 2•=I 2.7 SAND 74 55 0.56 =4 96 1.77 -- ' - -15 "2 5.0 4.32 SAND SANDY SILT A.ND SILT u9 50 52 37 0.43 0.01 43 28 91 1.79 -- 29.2 -2.3 3.8 5.22 CLAYEY SILT AND :iILTY CLAY 39 29 --- -- 48 --- 1.80 1.81 4.40 29.6 1^6.I 5.9 5.51 CLAYEY SILT AND -SILTY CLAY 59 43 --- -- --- 1.82 6.51 29.3 '3.6 3.4 4.62 CLAYEY SILT AND SILTY CLAY 36 26 - 1.83 4.48 30.. 30.6 7-0. .3 53.2 1.4 Z.2 2.04 SILTY SAND 20 15 0 07 26 0 1.84 30.9 3.80 SANDY SILT AND SILT 25 18 0.01 35 23 1.85 :06.3 1.2 1.08 SAND 21 i5 0.68 33 44 1.86 31.= 103.: 4.2 4.02 SA14DY SILT AND SILT 42 31 0.02.33 43 1.87 21.6 353.. 5.0 '.28 SAND 59 43 1.14 44 95 1.88 SILTY SAND 67 48 0.06 41 75 1.89 -- -=•- ='9• =•9 2.40 SAND o0 -i5 0.23 14 96 1.90 SAND '•1 51 I.52 100 1.92 -- -.- 23. =-7.5 `1.= .._ =.1 1.:2 '_ 00 SA14D -6 _54 1. 8 45 100 1.93 -- 33.6 4',9.2 4.1 0.85 SAND SAND 50 1.6E ;� -70 00 1.94 33.9 457.4 0.2 0.04 SAND AND GRAVEL 64 46 45 33 1.78 4.81 45 45 100 100 1.95 1.96 34.2 :45.6 3.9 2.68 SILTY SAND 42 30 0.07 39 55 1.97 34.5 4`3.2 1.5 0.35 SAND AND. GRAVEL 49 35 3.06 44 100 1.98 -- 33.9 286.1 2.7 1.29 SAND 48 34 1.07 42 85 1.99 35.2 413.2 3.4 0.81 SAND 56 39 1.74 44 100 2.00 35. ;28.1 0.1 0.04 SAND AND GRAVEL 34 23 4.64 43 90 2.01 35.3 160.9 3.5 2.19 SILTY SAND 44 30 0.09 39 59 2.02 36.2 231.1 2.2 0.98 SAND 49 34 1.45 43 91 2.03 36.5 26.3 403.0 1.6 0.39 SAND AND GRAVEL 48 33 2.67 44 99 2.04 264.3 1.; 0.65 SAND 37 26 1.60 42 81 2.05 37.2 280.5 0.1 0.05 SAND A14D GRAVEL 29 20 4.43 42 63 2.06 37.5 163.0 2.9 1.7£ SAND 39 27 0.26 39 59 2.07 -- I JOB N , 74012-0000 DATE 01/03/BB t LOCATION PC -2 FILE N 3 1 I 1 I 1 1 I I 1 I 1 [1 1 I �1 I 1 P = O N E E R D R = L L 2 N G INTERPRETED CONE PENETRATION TEST DATA PROJECT :LAME: HIGHLAND SOIL PROJECT :'40. 657401=-0 LOCATION LATE 01/03/88 AVERAGE UNIT WEIGHT OF SOIL (PCF)-- 125 DEPTH TO GROUND WATEP.(FT)---------- 34.5 -R BOIL BEHAVIOR TYPE SFT -50 FHI DR PO SU N, 1I1 M?•1 LZG i.l 40.0 0.2 1.4 90.3 :.1 1.7 116.9 0.4 ..1 106.0 0.6 2.4 94.4 0.6 2.7 98.0 0.4 --- 0.03 0.4 3.4 82.2 0.5 3.7 73.4 0.6 --- 1.- 0. J :.: '74.^. 0.,. 4.7 71.3 0.7 5.0 51.6 1.5 5.3 X7.4 1.3 5.7 46.3 1.5 6.0 33.2 1.5 5.3 54.2 1.3 6.7 46.2 1.5 7.0 31.4 1.3 7.3 30.5 1.1 7.6 33.9 1.3 8.0 37.1 1.2 S.3 Z1.0 0.7 8.6 23.0 0.7 8.9 43.4 1.1 9.3 30.0 1.0 9.6 32.5 1.0 9.9 18.3 0.7 10.2 19.6 0.6 10.6 19.0 0.6 10.9 26.4 0.8 -R BOIL BEHAVIOR TYPE SFT -50 FHI DR PO SU N, 1I1 M?•1 LZG TSF TSF 0.16 SILTY SAND 4 17 0.09 -- --- 0.01 -- 0.39 SILT^ SAND 7 22 0.07 -- --- 0.03 -- 0.74 SILTY SAND 3 2C C.OS -- --- 0.05 -- 0.45 SAIQD 9 23 0.30 -- --- 0.07 -- 0.09 SAND 12 27 1.68 -- --- 0.09 -- �.34 SAND 16 36 1.60 -- --- 0.11 -- 0.C9 SAND 17 35 1.27 -- --- 0.13 -- 0.61 SAND 15 31 1.19 -- --- 0.15 ?.40 SAND 14 28 1.49 -- --- 0.17 -- C.48 SAND 14 27 1.37 -- --- 0.19 -- 0.63 SAND 14 25 1.09 -- --- 0.21 -- 0.85 SAND 14 -6 0.67-- =� SAND 15 25 0.56 46-- 3.78 SAND 14 24 0.20 5 _-- 0.27 -- C.91 SAND 5-- 2.87 SANDY SILT AND SILT 18 29 0.04 43 51 0.31 -- 3.50 SANDY SILT AND SILT 16 25 0.01 41 51 0.33 -- 3.25 SANDY SILT AND SILT 18 28 0.02 42 56.0.35 -- 2.76 SANDY SILT AND SILT 18 27 0.04 42 59 0.38 -- 2.43 SANDY SILT AND SILT 17 25 0.05 42 59 0.40 -- 3.31 SANDY SILT AND SILT 18 26 0.02 41 53 0.42 -- 4.14 CLAYEY SILT AND SILTY CLAY 15 22 --- -- --- 0.44 1.93 3.54 CLAYEY SILT AND SILTY CLAY 14 19 --- -- --- 0.46 1.88 3.89 CLAYEY SILT AND SILTY CLAY 16 22 --- -- --- 0.48 2.09 4..1 CLAYEY SILT AND SILTY CLAY 14 Ia --- -- --= 0.50 1.66 3.38 CLAYEY SILT AND SILTY CLAY 10 13 ---.-- --- 0.52 1.28 2.99 SANDY SILT AND SILT 10 13 0.02 36 29 0.54 -- 2.53 SANDY SILT AND SILT 14 19 0.04 39 46 0.56 -- 3.43 SANDY SILT AND SILT 13 17 0.01 37 35 0.58 -- 2.16 SANDY SILT AND SILT 13 17 0.02 37 36 0.60 -- 3.66 CLAYEY SILT AND SILTY CLAY 9 11 --- -- --- 0.62 1.11 3.00 SANDY SILT AND SILT 8 11 0.01 35 21 0.64 -- 3.11 CLAYEY SILT AND SILTY CLAY 8 10 --- -- --- 0.66 1.14 2.95 SANDY SILT AND SILT 11 13 0.02 36 27 0.68 -- P S CD N E E R D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA ' DEPTH tC ES FP, SOIL £EI:.jVIOR TYPE SPT D50 PHI DR PO SU , -T. TSF. ASF. N NI MM DEG TSF TSF. 11.1 18.1 O.E 3.51 CLAYEY SILT AND SILTY CLAY 9 10 --- -- --- 0.70 1.10 ' 11.5 23.7 '.7 1.74 SANDY SIL:' AND SILT 9 11 0.02 35 "2 0.72 -- 11.9 31.c l.i 3.56 c-LAYEY SILT AND SILTY CLAY 14 17 --- -- --- 0•74 1.94 23.1 ).8 3.57 ::LAYEY SILT AND SILTY CLAY 10 =� - 0.76 4.34 ' 42.5 46.4 4..: -.1 c SANDY SILT AND S_LT 16 18 0.04 38 40 0,78 12.9 43.9 1.4 3.'.6 SANDY SILT AND SILT 17 18 0.04 38 41 C.80 -- __,_ '0. 1.1 1.51. SILTY SAND 19 21 ..09 40 5.1 -- _._ ;4.: ..= 3.= SAND: SIL: AND ZILTI 14 15 -.CS 36 .32 -- -._ -=.0 0•ti 3.c6 CLAYEY SILT AND SILTY :_LAY 3 -- - _.84 i.87 0.92 11.5 0.2 1.83 SANDY SILT AND SILT 4 5 0.02 30 20 0.89 14.5 13.7 0.5 2.61 SANDY SILT AND SILT 3 8 0.02 3°. 10 0.91 14.2 12.1 0.4 3.21 CLAY -_Y SILT AND SILTY CLAY 5 o --- -- --- 0.93 0.70 15.2 16.2 0.5 2.96 CLAYEY SILT AND SILTY CLAY 7 - - - 0.95 0.96 15.5 11.5 0.3 2.35 SANDY SILT AND SILT 5 5 0.01 30 20 0.97 , 15.3 14.5 0.4 2.60 SANDY SILT AND SILT 6 6 C.O1 3i 20 0.99 -- 16.1 13.5 0.4 3.03 CLAYEY SILT AND SILTY CLAY 6 6 - 1.01 0.78 16.5 22.3 0.7 3.07 SANDY SILT AND SILT 10 10 0.01 33 20 1.03 16.8 99.3 1.2 1.17 SAND 21 21 0.51 40 58 1.05 ' 17.1 33.1 1.3 1.41 SAND 24 23 0.14 40 55 1.07 - 17.5 91.8 1.4 1.55 SILTY SAND 24 24 0.10 40 `_4 1.09 17.3 133.8 1.4 1.00 SAND 25 23 0.94 42 69 1.11 ' 13.1 220.1 1.4 0.61 SAND 32 30 1.51 44 :37 1.13 1c.1 235.3 1.3 0.53 SAND 33 31 1.64 44 90 1.1-5 -- 3. SAND 32 30 1.45 43 c5 1.17 - 19.1 19.4 !P4.4 184.9 1.9 1.9 0 84 1.02 SAND 31 28 1.24 43 81 i.19 SAND 31 29 1.06 42 78 1.21 19.c 210.7 2.2 1.03 SAND 35 32 1.12 43 83 1.23 20.1 279.4 2.5 0.88 SAND 42 37 1.43 44 94 1.25 -- ' 20.4 '14.7 2.5 0.78 SAND 44 40 1.59 45 98 1.28 20.7 274.0 1.8 0.66 SAND 38 34 1.61 44 92 1.30 21.1 245.9 1.4 0.55 SAND 34 30 1.64 43 88 1.32 ' 21.4 186.2 1.3 0.69 SAND 28 25 1.37 42 76 1.34 21.7 70.0 1.7 2.44 SILTY SAND 21 18 0.06 37 38 1.36 22.0 158.4 1.7 1.05 SAND 28 24 0.96 41 69 1.38 22.4 127.2 1.3 1.3 0.55 SAND 32 271.59 43 1.40 12.7 174.9 1.8 1.02 SAND 30 25 1.03 .83 41 72 1.42 23.0 101.2 2.0 2.01 SILTY SAND 28 24 0.08 29 49 1.44 -- 23.4 221.6 2.1 0.97 SAND 36 30 1.20 42 81 1.46 i 23.7 227.7 2.5 1.11 SAND 38 32 1.09 43 82 1.48 24.0 268.4 2.8 1.03 SAND 42 35 1.27 43 89 1.50 24.3 298.4 2.4 0.79 SAND 43 35 1.55 44 92 1.52 ' 24.7 297.3 1.9 0.64 SAND 41 33 1.68 44 92 1.54 25.0 314.8 2.1 0.66 SAND 43 35 1.70 44 94 1.56 -- I I I 1 I [1 I 1 I E E R D R S L L 2 N G INTERPRETED CONE PENETRATION TEST DATA DEPTH 1C FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. N N1 MM DEG TSF TSF. 25.3 X11.1 1.: 0.61 SAND 42 34 1.74 44 93 1.58 -- 25.7 305.: 1.6 0.52 SAND 40 32 1.81 44 92 1.60 -- 25.1- 291. 1.6 0.53 SAND 39 31 1.76 43 90 1.62 -- 26.3 294.6 1.6 0.54 SAND 39 31 1.77 43 91 1.64 -- 26.6 234.2 '-.6 0.56 SAND 38 30 1.72 43 39 1.67 -- 2�.0 2--"_4.0 ''-.2 0.48 SAND 33 26 1.70 42 S2 1.69 -- - -O - .-S 0.42 SAND 24 19 1.53 4C 66 1.71 -- _-.- -4.7 1.1 1.53 SILTY SAND 20 15 C.J9 6 34 1.73 -- 1.5 3.52 SANDY SILT AND ZILT 18 :° 0.02 33 20 1.75 -- 28.= 122.2 1.0 0.84 SAND 21 16 1.06 39 51 1.77 -- 23.6 '!8.8 0.9 0.54 SAND 23 17 1.47 40 62 1.79 -- 28.9 206.0 1.0 0.48 SAND 29 22 1.59 41 73 1.81 -- 29.3 256.3 1.2 0.46 SAND 34.25 1.75 42 82 1.83 -- 29.Z 235.4 1.1 0.47 SAND 32 24 1.69 42 78 1.85 -- 29.9 211.1 1.0 0.49 SAND 30 22 1.60 41 73 1.87 -- 30.2 215.5 1.9 0.89 SAND 34 25 1.26 41 74 1.89 -- 20.6 209.4 1.0 0.50 SAPID 30 21 1.59 41 72 1.91 -- -0.5 195.1 2.3 1.17 SAND 34 25 0.94 40 69 1.93 -- 31.3 129.8 2.2 1.67 SAND 33 23 0.17 38 51 1.95 -- 31.S 110.7 1.3 1.66 SILTY SAND 29 21 0.10 38 44 1.97 -- 31.9 131.3 1.4 1.06 SAND 24 17 0.85 38 50 2.00 -- :2.3 91.5 1.1 1.23 SAND 21 15 0.35 37 27 2.02 -- :2.i :36. 1.1 0.83 SAND 23 16 1.11 38 52 2.04 -- 22._ 151.5 1.4 0.91 SAND 25 17 1.08 39 56 2.06 -- 33.2 _13.2 1.0 0.4E SAND 30 2- 1.65 41 72 2.08 -- J..6 208.2 1.0 0.48 SAND 29 20 1.60 40 69 2.10 -- 33.9 203.9 1.3 0.63 SAND 30 20 1.45 40 68 2.12 -- 34.2 =57.2 3.8 2.41 SILTY SAND 44 29 0.0839 57 2.14 -- 34.5 93.7 2.0 _2.11 SILTY SAND 26 18 0.08 36 36 2.16 -- '4.588.2 1.9 2.15 SILTY SAND 25 17 0.07 36 34 2.17 -- 25.2 121.6 3.2 2.67 SILTY SAND 36 24 0.06 38 45 2.18 -- 15.5 143.3 4.8 3.36 SANDY SILT AND SILT 46 30 0.04 38 52 2.19 35.9 206.1 2.8 1.37 SAND 39 25 0.80 40 68 2.20 -- 36.2 163.8 4.2. 2.50 SILTY SAND 46 30 0.08 39 58 2.21 -- 36.5 74.7 2.5 3.40 SANDY SILT AND SILT - 27 1S 0.03 35 27 2.22 -- 36.8 50.9 1.0 2.00 SILTY SAND 15 10 0.06 33 20 2.23 -- 37.2 62.2 3.1 4.97 CLAYEY SILT AND SILTY CLAY 33 21 --- ----- 2.24 3.74 37.5 118.1 4.2 3.55 SANDY SILT AND SILT 41 27 0.04 37 44 2.25 -- 37.8 94.2 4.5 4.74 CLAYEY SILT AND SILTY CLAY 46 29 --- -- --- 2.26 5.74 38.2 37.3 1.7 4.48 CLAYEY SILT AND SILTY CLAY 19 12 --- -- --- 2.27 2.18 38.5 36.1 1.3 3.63 CLAYEY SILT AND SILTY CLAY 16 10 --- -- --- 2.28 2.10 28.8 43.5 1.4 3.22 SANDY SILT AND SILT 17 11 0.02 32 20 2.29 -- 39.1 54.9 2.5 4.56 CLAYEY SILT AND SILTY CLAY 27 17 --- -- --- 2.30 3.28 p = O N E E R D R S L L = N G INTERPRETED CONE PENETRATION TEST DATA DEFTF C FS FR SOI! BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF' TSF• N N1 MM LEG $ TSF TSF. 39.5 0.0 2.7 3.S5 SANDY SILT AND SILT 29 19 0.02 35 24 2.31 -- 39-S 150.1 3.6 2.02 SAND 47 30 0.11 39 GO 2.32 -- 40.1 195.0 1.7 0.89 SAND 31 20 1.20 40 54 2.33 -- 40.5 23.5 3.6 4.30 r_LAYEY SILT AND SILTY CLAY 38 24 --- -- --- 2.34 5.06 =0.^., 331.1 4.7 1.40 SAND 56 35 1.06 42 36 2.35 -- 41.1 373.0 2.4 0.63 SAND 49 31 1.83 43 :1 1.36 - 41.? SAND 41 = 1.61 4131 2.27 -- •al• 4.3-J olLa.v 57 5 40 :8 2.38 -- 4-.1 Z84.S 4.5 1.'1 SAND 54 33 0.78 41 0 2.39 42.E 354.9 2.6 0.74 SAND 48 30 1.1 42 38 2.40 -- 42.' 342.9 2.1 0.60 SA14D 45 28 1.81 42 87 2.41 43.1 °•35.2 1.5 0.44 SAND 43 26 1.,94 42 86 2.42 -- 43.4 318.3 1.4 0.44 SAND 41 25 1.91 42 84 2.43 43.7 302.7 VP.l N 14 0 TIP RESISTANCE SOB N > 174D12-0000 DATE 01/03/88 LOCATION PC -3 FILE A 3 4 LDCAL FRICTION FRICTION RATIO (PERCENT) 8 MAX2-1 D 12.30 P = O N E E R D R 2 L L Z N G INTERPRETED CONE PENETRATION TEST DATA PROJECT NAME: HIGHLAND SOIL PROJECT NO. 6574012-0 10CATION PC -3 , DATE 01/03/88 .VER;GE NIT WEIGHT :;F SOIL (PCF)-- 1_5 DEPTH :�C FS FT. TSF. TSF i ..1 0.0 r.4 27.2 ✓.J 0.8 _24.5 ^.i 1.1 18.4 0.1 1.4 20.4 0.4 1.7 23.4 0.3 2.1 29.1 1.1 '_'.4 50.6 0.9 2.7 51.0 0.6 2.1 73.1 0.5 3.4 93.9 0.7 2.7 80.2 1.0 4.0 :;8.0 1.3 4.4 44.9 _.' 4.7 CTLTY SAM 0.08 .0 °5.:3 1.3 _`.3 `_2.4 1.2 5.7 70.1 1.2 6.G 72.1 1.3 3.2 81.0 1.0 6.7 75.5 1.0 7.0 64.0 1.1 ?.3 18.3 1.6 7.6 94.', 0.9 8.0 89.1 0.7 8.3 65.3 0.6 8..5 35.1 1.0 8.9 40.2 1.0 9.3 81.7 0.6 9.6 8.0.3 0.6 9.9 72.8 0.7 10.Z 102.1 0.5 10.6 99.3-0.4 20 10.9 98.5 0.4 FR SOIL BEHAVIOR TYPE 92 CLAYEY SILT AND SILTY CLAY 0.15 SILTY SAPID 0.z0 SILTY SAND 0.44 SILTY SAND SPT 1.76 SANDY SILT AND SILT Z.24 SANDY SILT AND SILT 2.71 SANDY SILT AND SILT =•'= SILTY SAND TSF 1.20 SILTY SAND --- 0.64 SAND 0.01 0.77 SAND 22 1.21 SAND --- 1.88 SILTY SAND 7 2.43 SANDY SILT AND :SILT .33. SILTY SAND -- 2.3 CTLTY SAM 0.08 .33 SILTY SAND 0.07 1.67 SILTY SAND 16 1.80 SILTY SAND --- 1.25 SAND 11 1.35 SILTY SAND -- 1.70 SILTY SAND -- 3.33 SANDY SILT AND SILT 0.90 SAND 0.13 0.74 SAND 30 0.90 SAND --- 2.93 SANDY SILT AND SILT 2.39 SANDY SILT AND SILT 0.70 SAND -i 0.72 SAND C.99 0.92 SAND 0.19 0.52 SAND 30 0.44 SAND --- 0.41 SAND 20 15 18 1.44 42 69 0.66 14 17 1.48 42 68 0.68 i SPT D50 PHI DR PO SU N N1 NM DEG '"SF TSF 4 --- - - 0.01 0.13 7 22 0.10 -- --- 0.03 ' - 7 17 0.09 -- --- 0.05 -- 5 13 0.08 -- --- 0.07 _= 7 16 0.04 -- --- 0.09 - 11 24 0.04 -- --- 0.11 -- 14 29 0.03 -- --- 0.13 -- 15 30 0.07 -- --- 0.15 -= 14 27 0.09 -- --- 0.17 -i 13 24 C.99 -- --- 0.19 -- 16 30 0.99 -- --- 0.21 -- 20 35 0.24 -- --- 0.23 -- i 19 34 0.07 45 70 0.25 -- la 21 0.02 43 59 0.-7 -- 16 2' 0.07 44 53 0.29 -- , 17 28 C.05 �3 63 0.31 -- 16 26 0.05 43 60 0.33 -- 19 30 0.08 44 67 0.35 -= 20 31 0.08 44 68 0.38 -i 20 30 0.19 44 70 0.40 -- 20 18 30 26 0.10 0.08 43 42 68 62 0.42 0.44 -= i - 19 27 0.02 41 53 0.46 -- 18 25 0.82 44 72 0.48 -- 15 21 0.99 43 70 0.50 14 20 0.42 42 60 0.52 - 13 18 0.03 38 41 0.54 -- 13 17 0.04 39 43 0.56 -= 14 18 1.00 42 65 0.58 - i 14 18 0.95 42 63 0.60 -- 15 19 0.54 41 60 0.62 16 19 1.35 43 70 0.64 -- 15 18 1.44 42 69 0.66 14 17 1.48 42 68 0.68 P 2 O N E E R D R 2 L L 2 N G ' INTERPRETED CONE PENETRATION TEST DATA TH OC F3 FR - SOIL BEHAVIOR. TYPE SPT D50 PHI DR PO SU TSF. TSF. el td N1 MM DEG t TSF TSF. 96.5 0.4 0.7 SAND 14 17 1.52 42 56 0.70 75.5 0.6 0.77 SAND 14 16 0.82 41 37 0.72 -- 1. 36.4 0.9 2.53 SANDY SILT AND SILT 12 14 0.04 37 34 0.74 -0.4 1.0 4.70 CLAYEY SILT AND SILTY CLAY 12 13 - 0.76 1.23 i20 8 1 0•°-' SAND 21 24 0.95 42 72 0.78 1.2 0.88 SAND 2' 26 1.07 43 76 0.80 SAND 24 26 0.97 43 74 0.82 -- i-- _ 0.82 SAND- i.C7 42 ''4 0.84 ?4.. ND =G SA:8 19 0.82 si of 0.87 -- 37.4 1.1 2.88 SANDY SILT AND SILT 14 15 0.03 36 30 0.89 5 33.6 0.2 2.47 SANDY SILT AND SILT '41 12 0.04 36 26 0.91 O'S 105.1 0.6 0.56 SAND 16 17 1.31 41 03 0.93 15.2 108.L 0.6 0.57 SAND 17 17 1.31 41 64 0.95 1.5 114.5 0.7 0.60 SAND 18 18 1.29 41 65 0.97 8 159.2 1.3 0.79 ,SAND 25 25 1.22 43 76 0.99 -- 16.1 200.9 1.5 0.74 SAND 31 31 1.34 44 85 1.01 ` 211.1 1.3 0.60 SAND 31 30 1.50 44 87 1.03 .8 194.1 1.0 0.54 SAND 28 27 1.52 43 83 1.05 %.1 174.1 0.9 0.54 SAND 25 25 1.49 43 78 1.07 17.5 153.0 0.7 0.48 SAND 22 2 150.2 0.7 0. 1 1.51 42 73 1.09 3 46 SAND 22 21 1.53 42 72 1.11 1 '459.3 0.8 0.49 SAND 23 22 1.52 42 74 1.13 :8.4 151.c 0.7 0.47 SAND ^2 20 1.53 42 72 1.15 -- 8 :48.5 0.7 0.45 SAND 21 20 1.54 42 701.17 1 3.3 0.7 0.50 SAND 20 19 1.47 41 67 1.19 -- 1 .4 85.Z 1.0 1.13 SAND 19 17 0.42 39 48 1.21 8 Z9.3 1.3 4.54 CLAYEY SILT AND SILTY CLAY 15 14 - 1.23 1.75 .1 48.3 1.6 3.36 SANDY SILT AND SILT 19 17 0.02 26 28 1.25 .4 181.4 1.4 0.78 SAND 28 25 1.27 42 76 1.28 20.7 225.9 2.7 1.20 SAND 39 35 1.01 43 35 1.30 219.1 2.8 1.28 SAND 39 34 0.92 43 83 1.32 4 161.2 2.4 1.48 SAND 34 29 0.54 41 70 1.34 21.7 142.8 2.3 1.62 SAND 33 29 0.31 41 65 1.36 4.0 66.7 2.3 3.48 SANDY SILT AND SILT 25 22 0.03 37 36 1.38 4 83.8 1.9 2.30 SILTY SAND 24 21 0.07 38 43 1.40 Z-.7 210.:: 1.6 0.75 SAND 32 27 1.36 42 80 1.42 J) 257.3 2.5 0.99 SAND 40 34 1.28 43 88 1.44 4 240.1 2.0 0.85 SAND 36 30 1.36 43 84 1.46 .'7 246.7 2.3 0.95 SAND 38 32 1.29 43 85 1.48 24.0 236.1 1.5 0.61 SAND 34 28 1.56 43 83 1.50 230.3 1.4 0.62 SAND 33 27 1.54 42 82 1.52 ? 223.1 1.7 0.78 SAND 34 27 1.37 42 80 1.54 25.0 224.5 1.5 0.68 SAND 33 27 1.47 42 80 1.56 -- 1 P Z O N E E R D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA DEPTF: tC FS 3R SOIL BEHAVICR TYPE SPT D50 ?HI DR PO Sul FT. TSF. TSF. Y. N N1 PIM DEG TSF TSF 25.3 :89.3 2.5 0.90 SAND 43 34 1.43 43 91 1.58 25.7 289.7 2.4 0.82 SAND 42 33 1.50 43 90 1.60 26.0 205.8 2.1 0.69 3AND 41 23 1.63 3 91 1.62 26.3 206.1 2.1 0.73 SAND 40 32 1.58 43 89 1.64 26.6 266.4 2.3 0.86 SAND 40 31 1.41 43 86 1.67 27.0 258.4 2.3 .31 SAND 39 30 1.35 43 84 1.69 2'..: .59." 2.5 97 SAND 40 21 1.20 42 ?4 1.71 =7.5 235.? 2.2 '.51 SAND 37 ^-8 1.27 42 80 1.73 =3.0 :42.4 2.5 1.:6 SAND 36 2? 0.16 39 58 1.75 26.3 191.3 1.9 0.97 SAND 32 24 1.12 41 70 1.77 23.6 140.2 2.0 1.41 SAND 30 22 0.52 39 57 1.79 28.9 227.6 0.5 0.41 SAND 31 23 1.71 42 77 1.81 29.3 151.3 2.2 1.47 SAND 32 24 0.51 39 60 1.83 29.6 68.0 2.7 3.92 SANDY SILT AND SILT 29 21 0.01 36 29 1.85 29.9 136.7 4.3 3.17 SANDY SILT AND SILT 42 31 0..05 39 54 1.87 30.2 159.6 3.4 2.13 SILTY SAND 43 31 0.09 40 61 1.89 30.:5 288.4 2.6 0.88 SAND 43 31 1.44 42 86 1.91 30.9 253.0 2.2 0.85 SAND 39 28 1.41 42 31 1.93 31.3 157.1 2.2 1.39 SAND 32 23 0.61 39 59 1.95 31.6 81.9 2.3 3.43 SANDY SILT AIM SILT 30 21 0.03 36 34 1.97 31.3 S8.0 2.6 3.81 SANDY SILT AND SILT 28 20 0.02 35 27 2.00 2.3 139.G 3.4 2.42 SILTY SAND 39 27 0.08 39 53 2.02 32.6 51.7 1.3 3.40 SANDY SILT AND SILT 20 14 0.02 34 2O 2.04 32•- --.Z C.7 1.93 SILTY SAND 11 7 0.0;- 32 20 2.06 i3 `2-:7 1.6 2.61 SANDY SILT AND SILT 19 i3 0. _•5 :u __ 2.08 33.6 31.- i.l 3.53 CLAYEY SILT AND SILTY CLAY 14 10 --- -- --- 2.10. 33.9 38.1 1.1 2.81 SANDY SILT AND SILT 14 9 0.03 32 20 2.12 34.2 78.6 2.1 2.68 SILTY SAND 24 16 0.05 36 30 2.14 34.5 28.6 1.5 5.07 CLAY 29 19 --- -- --- 2.16 34.9 25.1 0.8 3.07 SANDY SILT AND SILT 10 7 0.02 30 20 2.18 35.2 30.7 1.0 3.16 SANDY SILT AND SILT 12 8 0.02 31 20 2.20 35.5 55.1 2.2 3.90 SANDY SILT AND SILT 24 16 0.01 34 20 2.22 35;9 104.1 3.5 3.31 SANDY SILT AND SILT 35 23 0.04 37 39 2.24 36.; 80.8 2.3 2.89 SANDY SILT AND SILT 26 17 0.05 35 30 2.26 36.5 86.3 2.7 3.10 SANDY SILT AND SILT 28 18 0.04 36 32 2.28 36.8 304.0 3.0 0.98 SAND 46 29 1.39 42 83 2.30 37.2 346.0 3.7 1.08 SAND 52 33 1.39 42 88 2.32 37.5 384.0 3.9 1.02 SAND 56 35 1.51 43 92 2.34 37.8 373.4 4.6 1.24 SAND 58 36 1.29 43 91 2.36 38.2 356.7 4.2 1.16 SAND 55 34 1.33 42 89 2.38 38.5 317.1 3.1 0.97 SAND 47 29 1.43 42 84 2.41 38.8 193.8 3.4 1.77 SAND 43 27 0.40 39 62 2.43 39.1 56.1 2.3 4.08 CLAYEY SILT AND SILTY CLAY 25 16 --- -- --- 2.45 ' P = CD N E E R D R S I.. L S N G INTERPRETED CONE PENETRATION TEST DATA EPTH QC FS FR SOIL BEHAVIOR, TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. a :I N1 MM DEG TSF TSF. 39.5 53.4 1.5 2.60 SANDY SILT AND SILT 18 11 0.05 Z3 20 2.47 :;9.2 :9.9 2.7 4.46 CLAYEY SILT AND SILTY CLAY 29 17 --- -- --- 2.49 3.59 40.: °7.2 1 I i ac-? DEM w 24 1 JOB M I 74012-0000 _ DATE 8 01/03/88 ' LOCATION , PC -4 FILE M 3 5 n r,n ere•,r...�� L.DCAL FRICTION FRr[Tfftu o�rtn 1 ❑ (Ton/ft-2) 5 0 (PERCENT) 8 wAX DEPTH IP -30 I J 11 D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA Dr_I SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF 1 4 --- -- --- 0.01 0.06 6 16 0.09 -- --- 0.03 -- 5 13 0.09 -- --- 0.05 -- 7 17 1.48 -- --- 0.07 -- 14 33 1.79 -- --- 0.09 -- 21 46 0.76 -- --- 0.11 -- 27 57 0.05 -- --- 0.13 -- 22 45 0.09 -- --- 0.15 -- 25 50 0.08 -- --- 0.17 -- 27 51 0.08 -- --- 0.19 -- 23 43 0.38 - 0.-1 i8 33 0.85 -- --- 0.23 -- 15 25 0.92 46 74 0.25 -- 12 2O 0.91 45 58 0.27 _- 12 2' 0.95 45 70 0.19 -- ---- -- 5 0.31 -- 20 32 0.28-45 73 0.33 -- 23 36 0.10 45 74 0.35 -- 22 33 0.44 45 76 0.38 -- 23 35 0.40 45 77 0.40 -- 24 35 0.48 45 78 0.42 -- 23 33 0.53 45 77 0.44 -- 22 32 0.46 44 75 0.46 -- 22 31 0.39 44 74 0.48 -- 2'1 29 0.45 44 73 0.50 -- 22 30 0.47 44 .73 0.52 -- 22 30 0.52 44 74 0.54 -- 24 31 0.71 44 78 0.56 -- 25 32 0.70 44 78 0.58 -- 24 30 0.77 44 77 0.60 -- 21 26 0.78 43 73 0.62 -- 20 25 0.53 42 68 0.64 -- 20 24 0.09 41 59 0.66 -- 14 17 0.02 37 34 0.68 -- PROJECT NAME: HIGHLAND SOIL PROJECT_ NO. 6574012-0 LOCATION PC -4 DATE 01/03/88 AVERAGE UNIT WEIGHT OF SOIL iPCF)-- 125 DEPTH ;�C FS FF. SOIL BEHAVIOR. TYPE FT. TSF. TSF. ,-..1 1.0 0.0 4.00 CLAY ).; 20.5 0.0 0.20 SILTY SAND 0.8 18.5 0.1 0.32 SILTY SAND 1.1 47.0 0.1 0.19 SAND 1.4 106.2 0.2 0.17 SAND 1.7 110.9 1.2 1.04 SAND 2.1 88.4 2.5 2.79 SILTY SAND 2.4 81.7 1.4 1.66 SILTY SAND 2.7 90.5 1.8 1.99 SILTY SAND 3.1 96.9 2.0 2.03 SILTY SAND _.4 103.5 1.4 1.30 SAND J.7 99.4 0.9 0.91 SAND 4.0 61.7 0.6 0.75 SAND 4.4 ]4.7 0.4 0.52 SAND 4.7 -0.6 0.5 0.65 SAND -.( 87.8 0.6 0.71 SAND 5.3 84.3 1.0 1.22 SAND 5.7 88.5 1.2 1.39 SAND 6.0 99.4 1.2 1.--3 SAND 6.3 103.5 1.3 1.29 SAND 6.7 109.3 1.4 1.26 SAND 7.0 107.5 1.3 1.21 SAND 7.3 102.1 1.3 1.23 SAND 7.6 99.4 1.3 1.27 SAND 8.0 97.3 1.2 1.21 SAND 9.3 101.6 1.2 1.22 SAND 8.6 105.3 1.3 1.21 SAND 8.9 122.4 1.4 1.14 SAND 9.3 126.6 1.5 1.'17 SAND 9.6 124.6 1.4 1.10 SAND 9.9 111.1 1.1 1.03 SAND 10.2 96.7 1.1 1.14 SAND 10.6 73.7 1.0 1.37 SILTY SAND 10.9 33.5 1.1 3.34 SANDY SILT AND SILT Dr_I SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF 1 4 --- -- --- 0.01 0.06 6 16 0.09 -- --- 0.03 -- 5 13 0.09 -- --- 0.05 -- 7 17 1.48 -- --- 0.07 -- 14 33 1.79 -- --- 0.09 -- 21 46 0.76 -- --- 0.11 -- 27 57 0.05 -- --- 0.13 -- 22 45 0.09 -- --- 0.15 -- 25 50 0.08 -- --- 0.17 -- 27 51 0.08 -- --- 0.19 -- 23 43 0.38 - 0.-1 i8 33 0.85 -- --- 0.23 -- 15 25 0.92 46 74 0.25 -- 12 2O 0.91 45 58 0.27 _- 12 2' 0.95 45 70 0.19 -- ---- -- 5 0.31 -- 20 32 0.28-45 73 0.33 -- 23 36 0.10 45 74 0.35 -- 22 33 0.44 45 76 0.38 -- 23 35 0.40 45 77 0.40 -- 24 35 0.48 45 78 0.42 -- 23 33 0.53 45 77 0.44 -- 22 32 0.46 44 75 0.46 -- 22 31 0.39 44 74 0.48 -- 2'1 29 0.45 44 73 0.50 -- 22 30 0.47 44 .73 0.52 -- 22 30 0.52 44 74 0.54 -- 24 31 0.71 44 78 0.56 -- 25 32 0.70 44 78 0.58 -- 24 30 0.77 44 77 0.60 -- 21 26 0.78 43 73 0.62 -- 20 25 0.53 42 68 0.64 -- 20 24 0.09 41 59 0.66 -- 14 17 0.02 37 34 0.68 -- I P 2 O N E E R D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA LEPTH :;C FS FR SOIL BEHA'✓IOR TYPE SPT D50 PHI DR PO SU , FT. TSF. TSF. % N N1 MY. DEG TSF TSF. 31.2 15.1 0.5 3.04 CLAYEY SILT AND SILTY CLAY 7 8 31.5 12.6 0.3 -- -- --- 0.70 0.90 2.46 SANDY SILT AND SILT 5 6 0 :%1 32 20 0.72 11.9 14.4 0.4 2.50 SANDY SILT AND SILT 6 7 0.C2 32 20 0.74 -- 12.2 16.4 0.5 3.17 CLAYEY SILT AND SILTY CLAY 9 --- -- --- 0.76 0.98 1 12.5 14.1 0.4 2.84 CLAYEY SILT AND SILTY CLAY 6 - C.78 0.83 13.0 0.4 2.92 CLAYEY SILT AND SILTY CLAY 6 7 - 0.80 0.76 31.. 0.2 2.10 SANDY SILT AND SILT 5 0 02 31 20 0.82 -- ' - - 0•- 2.C6 SANDY SILT AND SILT 0.02 30 CO 0.84 0.3 C-3 2.43 SANDY SILT AND SILT 5 5 0.01 30 20 0.87 -- 14.= 4 0.02 =.6 0.2 1.08 SANDY SILT AND SILT 4 , 14.5 10.9 0.2 2.33 30 20 0.89 3i.2 42.9 SANDY SILT AND SILT 4 5 0.01 30 20 0.91 0.5 1.12 SILTY SAND 12 12 0.08 37 33 0.93 35.2 28.7 0.9 3.18 SANDY SILT AND SILT 12 12 0.02 35 20 0.95 15.5 23.2 0.7 2.97 SANDY SILT AND SILT 10 10 0.02 33 20 0.97 , 15.8 26.6 0.8 2.89 SANDY SILT AND SILT 10 11 0.02 34 20 0.99 -- 16.1 10.3 0.5 4.76 CLAY 10 10--- -- --- 0- 1.01 0.58 16.5 7.7 0.2 2.86 CLAYEY SILT AND SILTY CLAY 4 4 - 1.03 0.42 16.8 8.3 0.2 2.06 SANDY SILT AND SILT 4 3 0.01 28 20 1.05 17.1 7.6 0.1 1.85 SANDY SILT AND SILT 3 3 O.C2 27 20 1.07 17.5 9.6 0.2 1.98 SANDY SILT AND SILT 4 4 0.02 28 20 1.09 -- ' 17.3 10.0 0.2 2.19 SANDY SILT AND SILT 4 4 0.01 29 20 1.11 18.1 11.0 0.2 1.91 SANDY SILT AND SILT 4 4 0.02 29 20 1.13 18.4 1=•£ 0.3 --.25 SANDY SILT AND SILT 6 5 0.02 30 20 1.15 18.3 29.9 0.7 2.37 SANDY :ILT AND SILT 10 10 0.04 34 20 1.17 19.: ' AND 3.5 0.9 1,21 S -- 1 19 10 0.10 38 43 1.199.4 50.4 0.8 1.49 SILTY SAND 14 13 0.08 36 30 1.21 19.5 26.5 1.0 3.92 CLAYEY SILT AND SILTY CLAY 13 12 - 1.23 1.58 ' 20.1 13.4 0.8 4.35 CLAYEY SILT AND SILTY CLAY 10 9 - 1.25 1.07 20.4 57.8 0.8 1.35 SILTY SAND 16 14 0.09 37 33 1.28 20.7 48.9 0.8 1.57 SILTY SAND 14 12 0.07 36 27 1.30 21.1 34.1 1.1 3.14 SANDY SILT AND SILT 14 12 0.02 34 20 1.32 21.4 11.7 0.5 4.12 CLAYEY SILT AND SILTY CLAY 6 6 - 1.34 0.64 21.7 8.9 0.2 2.13 SANDY SILT AND SILT 4 3 0.01 27 20 1.36 22.0 10.3 0.2 2.24 SANDY SILT AND SILT 4 4 0.01 28 20 1.38 22.4 11.6 0.3 2.67 CLAYEY SILT AND SILTY CLAY 5 4 - 1.40 0.64 22.7 10:8 0.3 2.60 CLAYEY SILT AND SILTY CLAY 5 4 23.0 31.3 0.6 1.98 SANDY SILT AND SILT 10 8 0.05 33 20 1.44 0.58 23.4 15.2 0.6 4.09 CLAYEY SILT AND SILTY CLAY 8 7 - 1.46 0.86 23.7 24.6 0.7 2.89 SANDY SILT AND SILT 10 8 0.02 32 20 1.48 24.0 13.1 0.4 2.76 CLAYEY SILT AND SILTY CLAY 6 5 - 1.50 0.72 24.3 16.4 0.8 4.75 CLAY 16 13 - 1.52 0.93. 24.7 69.9 1.1 1.52 SILTY SAND 19 15 0.09 37 34 1.54 25.0 268.0 1.7 0.63 SAND 37 30 1.63 43 88 1.56 -- I 1 1 11 I 1 [1 1 P 2 CD N E E R D R = L L 2 N G INTERPRETED CONE PENETRATION TEST DATA LEPTH �^- FS FT. TSF. TSF 25.3 310.2 2.4 25.7 255.0 1.7 26.0 312.9 2.2 26.3 '_94.4 1.9 - .6 30.7.4 1.7 2'. 327.9 2.1 .7.3 295.� _.. =7.5 251. :.7 :S.0 237.2: 1.5 28.3 245.7 1.4 22.6 190.5 1.1 28.9 113.3 1.0 29.3 31.2 1.2 29.6 22.5 1.0 29.9 55.2 1.5 30.2 16.4 0.71 30.G 47.3 0.6 30.9 227.9 1.4 31.3 276.9 1.6 31.6 268.0 1.7 31.9 242.1 1.9 32.3 246.3 2.4 32 .6 133.4 1.2 .2.9 45.., 1... 33.2 3C.1 1.2 33.6 54.5 0.7 33.9 28.0 0.8 54.2 13.2 0.5 34.5 15.1 0.4 34.9 9.6 0.2 35.2 8.9 0.2 35.5 11.7 0.3 35.9 17.3 0.6 36.2 11.7 0.4 36.5 93.0 0.8 36.8 212.3 1.2 37.2 240.8 1.2 37.5 251.8 1.3 37.3 253.1 1.3 38.2 264.2 1.3 38.5 266.7 1.5 38.8 237.4 1.5 39.1 201.4 1.1 FR SOIL 3EKAVICP. TYPE SPT D50 PHI DR PO SU N N1 MM DEG „ TSF TSF. 0.76 SAND 44 35 1.60 44 ?3 1.58 -- 0.67 SAND 36 29 1.55 43 85 1.60 -- 0.70 SAND 43 34 1.66 44 93 1.62 -- 0.63 SAND 40 32 1.69 43 90 1.64 -- C.56 SAND 41 32 1.77 43 91 1.67 -- 0.63 SAND 44 34 1.75 44 94 1.69 -- D.70 S"im 41 32 1.:32 .3 30 1.71 -- 0.671 SA14D 37 28 1.57 42 =4 1.73 -- 0.57 SAND 36 27 1.66 42 33 1.75 -- 0.56 SAND 34 26 1.63 42 81 1.77 -- 0.58 SAND 28 21 1.47 41 ?0 1.79 -- 0.92 SAND 20 15 0.92 38 47 1.81 -- 3.91 CLAYEY SILT AND SILTY CLAY 15 11 --- -- --- 1.83 1.84 4.25 CLAYEY SILT AND SILTY CLAY 12 9 --- -- --- 1.85 1.29 2.74 SANDY SILT AND SILT 18 13 0.04 34 21 1.87 -- 4.20 CLAYEY SILT AND SILTY CLAY 9 6 --- -- --- 1.89 0.91 1.32 SILTY SAND 13 10 0.08 34 20 1.91 -- 0.62 SAND 33 23 1.53 41 75 1.93 -- 0.58 SAND 38 27 1.69 42 84 1.95 -- 0.62 SAND 37 26 1.64 42 82 1.97 -- 0.78 SAND 36 25 1.42 41 77 2.00 -- 0.99 SAND 39 27 1.25 41 78 2.02 -- 0.30 SAND 25 17 1.19 39 57 2.04 -- 2.71 SANDY SILT AND SILT 15 10 0.04 23 20 2.06 -- 3.52 CLAYEY SILT AND SILTY CLAY 14 10 --- -- --- 2.08 1.75 1.27 SILTY SAND 15 10 0.09 34 20 2.10 -- 2.72 SANDY SILT AND SILT 10 7 0.03 30 20 2.12 -- 3.63 CLAYEY SILT AND SILTY CLAY 7 4 --- -- --- 2.14 0.69 2.66 SANDY SILT AND SILT 6 4 0.01 27 20 2.16 -- 2.08 SANDY SILT AND SILT 4 3 0.02 25 20 2.18 -- 2.13 SANDY SILT AND SILT 4 3 0.01 25 20 2.20 -- 2.40 SANDY SILT AND SILT 5 3 0.01 26 20 2.22 -- 3.21 CLAYEY SILT AND SILTY CLAY 8 5 --- -- --- 2.24 0.97 3.69 CLAYEY SILT AND SILTY CLAY 6 4 --- -- --- 2.26 0.59 0.88 SAND 17 11 0.83 36 35 2.28 -- 0.56 SAND 30 19 1.54 40 68 2.30 -- 0.48 SAND 33 21 1.69 41 73 2.32 -- 0.52 SAND 34 22 1.69 41 75 2.34 -- 0.51 SAND 35 22 1.70 41 75 2.36 -- 0.51 SAND 36 22 1.73 41 76 2.38 -- 0.56 SAND 36 23 1.69 41 77 2.41 -- 0.61 SAND 34 21 1.56 40 71 2.43 -- 0.55 SAND 29 18 1.51 39 64 2.45 -- P = O N E E R D R 2 L L = N G INTERPRETED CONE PENETRATION TEST DATA DEPTH oC FS FR FT. TSF. TSF. „ 39.5 148.4 1.1 0.71 33.2 142.2 1.2 0.82 40.1 156.0 SOIL BEHAVICR TYPE SAND SAND SPT 750 PHI DP. PO SU N N1 MM DEG 9. TSF TSF. 23 14 1.28 38 50 2.47 -- 23 14 1.14 33 48 2.4.9 ,0 14 n TIP RES. JOB M , 374012-0000 .. DATE 13I/03/08 LOCATION PC -5 FILE M B LOCAL FRICTION FRT[TTnN OATtn a (PERCENT) t MAX DEPTH 12.20 P S O N E E R D R S L L INTERPRETED CONE PENETRATION TEST DATA PROJECT NAME: HIGHLAND SOIL PROJECT NO. 6574012-0 L3C.ATION PC -5 DATE 01/03/88 AVERAGE UNIT WEIGHT 3F SCIL (PCF)-- 125 DEPTH OC FS Fm T-cF. TSF 0.: 6.3 .1 0.4 13.6 0.1 C.c 7.7 0.2 1.1 12.2 0.4 1.4 15.0 0.6 1.7 28.6 0.7 2.1 38.3 0.5 2.4 52.6 0.9 2.7 90.4 1.2 3.1 38.4 1.3 3.4 110.1 ' 1.5 3.7 142.2 1.7 4.0 : 1 /+c J . 4 2.1. 1 4 10 --- -- 2.3 S.0 174.3 2.2 5.3 180.1 2.3 5.7 181.2 2.5 6.0 205.4 3.2 6.3 213.8 3.2 6.7 205.1 3.2 7.0 189.1 2.9 7.3 176.9 2.3 7.6 157.2 1.7 8.0 144.1 1.6 8.3 134.0 1.4 8.6 134.0 1.3 8.9 145.9 1.1 9.3 151.5 1.1 9.6 164.0 1.2 9.9 172.4 1.8 10.2 168.1 2.2 10.6 170.6 -2.2 10.9 184.1 1.6 FR SOIL BEHAVIOR TYPE 1.03 SANDY SILT AND SILT 1.03 SANDY SILT AND SILT 2.60 CLAYEY SILT AND SILTY CLAY 3.59 CLAYEY SILT AND SILTY CLAY 4.21 CLAYEY SILT AND SILTY CLAY 2.59 SANDY SILT AND SILT 1.36 SILTY SAND 1.41 SILTY SAND 1.36 SAND 1.44 SILTY SAND 1.40 SAND 1.21 SAND 1.17 SAND 1.19 SAND SAND 1.28 SAND 1.29 SAND - 1.37 SAND 1.56 SAND 1.51 SAND 1.54 SAND 1.51 SAND 1.30 SAND 1.11 SAND 1.10 SAND 1.07 SAND 0.93 SAND 0.74 SAND 0.71 SAND 0.74 SAND 1.07 SAN 1.32 SAND 1.29 SAND 0.88 SAND = N G 1 1 1 32 40 0.73 45 87 0.64 , 32 40 0.77 45 87 0.66 - 30 36 1.19 45 90 0.68 -- 1 SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF ' 2 9 0.03 -- --- 0.01 - 4 13 0.04 -- --- 0.03 - 4 10 --- -- --- 0.05 0.48 6 15 --- -- --- 0.07 0.76 8 19 --- -- --- 0.09 0.93 ' 10 23 0.03 -- --- 0.11 - 11 23 0.07 -- --- 0.13 -- 17 35 0.09 -- --- 0.15 -_ 23 45 0.17 -- --- 0.17 - 23 44 0.10 -- --- 0.19 -- 26 27 47 49 0.33 0.74 -- -- --- --- 0.21 0.23 - 32 55 0.90 48 99 0.25 -- 35 59 C.93 48 100 0.27 -- 34 5£ 0.83 48 :99 0.29 33 53 0.79 48 97 0.31 - 34 54 0.79 48 97 0.33 -- 35 55 0.72 48 97 0.35 41 63 0.63 48 100 0.38 - 42 63 0.69 48 100'0.40 -- 41 61 0.64 48 99 0.42 38 55 0.62 48 96 0.44 - 33 48 0.78 47 93 0.46 - 28 40 0.90 46 89 0.48 -- 26 36 0.86 46 85 0.50 -= 25 33 0.84 45 82 0.52 - , 23 31 1.00 45 81 0.54 -- 23 30 1.24 45 34 0.56 -_ 24 31 1.28 45 85 0.58 - 26 33 1.27 45 87 0.60 -- 30 38 0.98 45 88 0.62 -- 32 40 0.73 45 87 0.64 , 32 40 0.77 45 87 0.66 - 30 36 1.19 45 90 0.68 -- 1 f' 2 CD N E E R D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA I C FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU '^EPTH -T. TSF. TSF. N N1 >4i DEG TSF TSF. 11.2 11.5 170.7 166.0 0.9 1.0 0.55 0.61 SAND 25 30 1.47 45 86 0.70 1'-.9 142.8 0.8 :.55 SAND 25 29 1.41 45 84 0.72 -- 1' ' 143.5 0.5 0.43 SAND 21 25 1.43 44 78 0.74 2.5 140.8 0.9 0.65 SAND 20 23 1.55 44 '•8 0.76 -- :2.9 153.7 1.1 0.69 SAND SAND 22 25 1.32 43 77 0.78 -- = - 1`--2.0 0.9 C.61 SAND 24 23 27 25 1.31 1.33 44 43 30 ',9 0.80 0.82 -- __ D.4` SA11D-- 24 =6 1.57 44 32 0.84 -- 14.2 168.9 1.3 ;,,55 0.77 SAND 24 25 1.46 43 30 0.87 -- X4.5 1=9.2 2.0 0,98 SAND SAND 27 28 1.26 44 31 0.89 14.8 175.8 2.0 1.14 SAND 33 35 1.12 44 87 0.91 15.2 158.8 1.6 1.01 SAND 31 33 0.92 44 82 0.93 152.6 14.0 0.68 SAND 27 28 1.00 43 77 0.95 115.5 15.8 123.5 0.9 0.64 SAND 23 24 1.32 43 75 0.97 6.1 114.7 l.3 1.09 SAND 21 21 1.31 42 70 0.99 -- 16.5 158.4 1.6 1.00 SAND 22 27 22 27 0.72 41 64 1.01 8 V1 166.6 1.7 0.99 SAND 28 1.01 43 75 1.03 146.3 1.6 1.07 SAND 28 1.04 43 77 1.05 -- 17.5 164.1- 1.7 1.02 SAND 26 26 0.90 42 72 1.07 .8 163.3 2.2 1.34 SAND 28 32 27 30 1.01 42 76 1.09 U.1 225.0 3.7 1.66 SAND 46 0.70 42 75 1.11 -- 18.4 262.1 2.9 1.09 SAND 42 44 39 0.59 44 88 1.13 -- 8.2 240.9 i.9 0.78 SAND 26 1.20 44 93 1.15 19.1 189.5 1.3 C.68 SAND 33 1.42 44 90 1.17 9.4 196.4 1.2 0.62 SAND 29 29 2G 1.38 43 79 1.19 19.8 215.01.6 0.73. SAND 27 1.45 43 31 1.21 0.1 221.0 1.5 0.70 SAND 32 29 1.39 43 84 1.23 0.4 225.0 1,8 0.80 SAND 33 34 29 1.44 43 84 1.25 -- 20.7 262.6 2.2 0.83 SAND 31 1.36 43 85 1.28 1.1 280.4 2.0 0.72 SAND 39 35 1.43 44 91 1.30 1.4 253.0 1.5 0.60 SAND 40 35 1.58 44 93 1.32 21.7 211.5 1.1 0.53 SAND 35 31 1.62 44 89 1.34 2.0 157.1 0.8 0.48 SAND 30 26 1..56 43 81 1.36 2 4 97.6 0.5 0.51_ SAND 23 19 1.52 41 69 1.38 2 ' 43.6 1.0 2.29 SANDY SILT AND SILT 15 14 13 12 1.34 0.05 39 35 49 21 1.40 1.42 23.0 3.4 37.4 0.9 2.49 SANDY SILT AND SILT 13 11 0.04 34 20 1.44 3.7 60.5 74.1 0.6 0.6 1.06 0.85 SILTY SAND 16 13 0.710 36 31 1.46 24.0 98.6 0.9 0.94 SAND SAND 15 12 0.68 37 37 1.48 4.3 111.5 1.0 0.92 SAND 18 15 0.80 38 47 1.50 4.7 139.4 1.4 1.00 SAND 20 16 0.90 39 51 1.52 =_ ..5.0 147.1 1.2 0.78 SAND 25 20 0.95 40 61 1.54 24 19 1.20 40 63 1.56 -- PC -5 I P 2 O N E E R DEPTH �C FS FT. TSF. TSF. 25.3173.4 SAND 1.2 �5.7 207.4 0.0 �6.0 X4.5 3.4 20'.3 216.9 2.5 26.5=31.7 SAND 1.5 27.0 272.7 2.2 27.3 SAND 0.54 SAND 0.52 SAND 22.0 207.8 1.1 28.3 209.4 1.1 23.6 207.4 1.1 28.9 189.3 1.0 29.3 153.0' 0.7 29.6 187.8 1.1 29.9 185.6 1.0 30.2 204.3 1.2 30.6 225.9 1.2 30.9 219.2 1.2 31.3 209.5 1.3 31.6 188.3 1.4 31.9 189.7 1.2 32.3 204.0 1.1 32.0' 211.5 1.1 .2.9_35.4 0.60 1.5 33.' -50.6 2.0 33.6 304.9 1.9 33.9 303.0 2.2 34.2 293.5 2.5 34.5 300.5 2.3 34.9 323.E 3.2 35.2 311.4 4.1 35.5 245.4 2.5 35.9 237.2 2.2 36.2 265.9 1.9 36.5 304.3 3.0 36.8 258.5 1.6 37.2 275.8 1.4 37.5 274.0 1.2 37.8 276.8 1.5 38.2 269.8 1.6 38.5 228.2 1.5 38.8 252.3 1.3 39.1 227.8 1.1 I D R 2 L L 2 N G 1 INTERPRETED CONE PENETRATION TEST DATA , FR SOIL BEHAVIOR TYPE SPT D50 PHI OR PO SU , N N1 MM DEG o TSF TSF. 0.70 SAND 0.00 SAND AND GRAVEL 7.64 CLAY -- , SAND 0.63 SAND 0.80 SAND x.69 SAND 0.50 SAND 0.55 SAND 0.51 SAND 0.54 SAND 0.52 SAND 0.48 SAND 0.61 SAND 0.52 SAND 0.58 SAND 0.54 SAND 0.53 SAND 0.61 SAND 0.74 SAND 0.62 SAND 0.51 SAND 0.50 SAND 0.65 SAND 0.80 SAND 0.61 SAND 0.73 SAND 0.86 SAND 0.76 SAND 0.99 SAND 1.30 SAND 1.01 SAND 0.94 SAND 0.71 SAND 0.98 SAND 0.60 SAND 0.50 SAND 0.42 SAND 0.54 SAND 0.60 SAND 0.66 SAND 0.53 SAND 0.49 SAND 1 21 1.33 41 69 1.58 -- , 22 17 4.45 42 76 1.60 -- 45 35 --- -- --- 1.62 2.68' 37 29 1.04 42 77 1.64 - 33 26 1.53 42 30 1.67 -- 40 31 1.48 43 87 1.69 -- 33 30 1.59 42 26 1.71 -_ 21 24 1.62 42 78 1.73 - 30 23 1.54 41 74 1.75 -- 30 22 1.58 41 74 1.77 -_ 30 22 1.54 41 73 1.79 - 27 20 1.53 41 69 1.81 -- 22 16 1.52 4C 60 1.83 -_ 28 20 1.44 40 68 1.85 - 27 19 1.52 40 67 1.87 - 30 21 1.50 41 71 1.89 -- 32 23 1.60 41 75 1.91 31 22 1.58 41 74 1.93 - 30 22 1.49 41 71 1.95 -- 29 20 1.32 40 67 1.97 28 20 1.44 40 57 2.00 - 29 20 1.55 40 70 2.02 -- 30 21 =•59 41 7,1 2.04 -- 34 23 1.53 41 75 2.06 -- 37 25 1.4� '. 'r, 2.08 -- 41 28 1.73 42 86 2.10 -- 42 29 1.62 42 85 2.12 43 29 1.48 42 84 2.14 - 42 28 1.58 42 84 2.16 -- 48 52 32 34 1.42 1.11 42 42 87 85 2.18 2.20 -= - 39 25 1.23 41 75 2.22 - 37 24 1.27 41 73 2.24 -- 38 25 1.55 41 78 2.26 -_ 46 29 1.39 42 83 2.28 - 36 23 1.63 41 76 2.30 -- 37 23 1.76 41 79 2.32 36 23 1.82 41 79 2.34 - 37 23 1.72 41 79 2.36 -- 37 23 1.65 41 77 2.38 33 20 1.50 40 70 2.41 - 35 21 1.68 41 74 2.43 - 32 19 1.65 40 69 2.45 -- 1 I P = O N E E R D R Z L L 2 N G INTERPRETED CONE PENETRATION TEST DATA EPTH —eC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. N N1 MM DEG 4, TSF TSF. 9.5 223.E =.1 J.51 SAND 31 19 1.62 40 66 2.47 39.3 219.3 1 1 1 DEPTH 14 I Joe A '4012—DODO MATE 01/13/98 LOCATION PC -9 FILE A 9 LOCAL FRICTION FRICTION RATTff iar ncaia�nna.c cion/tt_y 6OO D CTon/ft'D S D (PERCENT) B MAX 13EPTH It. 30 I 1 P = O N E E R D R 2 L L INTERPRETED CONE PENETRATION TEST DATA PROJECT NAME: $IGHLAt7D SOIL PROJECT NO. 6574012-0 LOCATION PC -6 DATE 01/03/88 AVERAGE UNIT WEIGHT OF SOIL (PCF)-- 125 = N G DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU -". -SF. TSF. N N1 MM DEG TSF TSF ' 1.1 0.4 9.4 =3.3 0.0 0.2 0.42 0.78 SANDY SILT AND SILTY SAND SILT 3 7 11 19 0.04 0.07 -_ - - 0.01' 0.8 16.2 O.1 0.49 SILTY SAND 5 12 0.07 -- - --- 0.03 0.05 -- 1.1 29.8 0.1 0.40 SILTY SAND 8 20 0.09 -- --- 0.07 -- ' 1.4 77.4 0.3 0.40 SAND 12 27 1.40 -_ - 0.09 1.7 73.4 0.3 0.42 SAND 11 25 1.34 - - 0.11 2.1 71.4 0.3 0.45 SAND 11 24 1.28 -- --- 0.13 -- 2.4 2.7 69.3 69.8 0.4 0.4 0.51 0.50 SAND SAND 11 23 1.17 -_ _-- 0.15 11 22 1.18 - - 0.17 3.1 70.6 0.4 0.50 SAND 11 22 1.20 -- --- 0.19 -- 3.4 113.1 1.0 0.86 SAND. 20 36 0.99 -- --- 0.21 ' 3.7 145.4 1.2 0.81 SAND 24 42 1.16 -- --- 0.23 -- 4.0 105.8 1.5 0.88 SAND 27 47 1.15 48 97 0.25 -- 4.4 175.1 1.8 1.02 SAND 30 51 1.04 48 98 0.27 -- 4.7 178.2 2.0 i.10 SAND 31 52 0.97 48 98 0.29 5.0 165.: 1.9 1.14 SAND 30 49 0.89 48 95 0.31 -- 5.3 156.3 1.7 1.10 SAND 28 45 0.91 48 93 0.33 -- ' 5.7 6.0 181.0.1.9 163.5 1.8 1.06 1.11 SAND SAND 31 29 49 1.01 48 97 0.35 == 6.3 135.3 1.5 1.13 SAND 25 45 38. 0.92 0.79 48 46 93 86 0.38 0.40 -- 6.7 117.8 1.1 0.94 SAND 21 31 0.91 46 80 0.42 -- 7.0 99.8 0.8 0.78 SAND 17 25 1.01 44 75 0.44 7.3 115.0 0.8 0.72 SAND 19 27 1.16 45 78 =_ 0.46 7.6 139.3 1.1 0.78 SAND 23 32 1.17 46 84 0.48 -- ' 8.0 8.3 132.5 62.7 1.1 1.0 0.86 1.52 SAND SILTY SAND 22 31 1.07 45 82 0.50 _= 17 23 0.08 41 58 0.52 8.6 27.8-0.8 2.84 SANDY SILT AND SILT 11 14 0.02 37 34 0.54 -- 8.9 47.6 0.8 1.77 SILTY SAND 14 18 0.07 40 48 0.56 9.3 58.3 1.6 2.68 SANDY SILT AND SILT 19 Z4 0.04 40 54 0.58 -- 9.6 51.9 1.8 3.37 SANDY SILT AND SILT 20 26 0.02 40 49 0.60 -- 9.9 57.1 1.0 1.80 SILTY SAND 16 21 0.07 40 51 0.62 -- 10.2 53.0 0.8 1.51 SILTY SAND 15 18 0.08 39 48 0.64 10.6 39.4 1.2 2.92 SANDY SILT AND SILT 14 18 0.03 38 39 =_ 0.66 10.9 29.3 1.1 3.72 CLAYEY SILT AND SILTY CLAY 14 16 --- -- --- 0.68 1.79 vr.c vp.c P 2 O N E E R D R Z L L 2 N G INTERPRETED CONE PENETRATION TEST DATA , DEPTH �,C FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. :, N N1 MM DEG TSF TSF. , 11.2 45.6 1.0 :.26 SILTY SAND 14 17 0.05 33 42 0.70 -- 11.5 51.6 1.1 2.21 SILTY SAND 16 18 0.06 39 45 0.72 -- 11.9 76.5 1.0 1.32 SILTY SAND 20 24 C.10 41 57 0.74 -- 12.2 141.1 1.5 1.08 SAND 26 29 0.86 43 77 0.76 -- ' 12.5 198.1, 1.1 0.56 SAND - 29 33 1.50 45 90 0.78 12.9 103.3 ).7 ).69 SAND 17 19 1.15 42 66 0.80 -- SILTY SAND 15 16 0.05 38 39 0.82 1-•° :3. 0.9 2.39 SANDY SILT AND SILT 12 14 0.04 .6 '_ 0.84 -- ' 13.3 21.) 0.7 3.10" SANDY SILT AND SIL^. 9 10 0.01 3_' 20 0.87 14.2 35.9 l.i 2.98 SANDY SILT AND SILT 14 14 0.03 36 29 0.89 -- 14.5 33.3 1.3 3.33 CLAYEY SILT AND SILTY CLAY 16 17 --- -- --- 0.91 2.06 ' 14.8 35.3 1.3 3.68 CLAYEY SILT AND SILTY CLAY 16 17 --- -- --- 0.93 2.15 15.2 28.7 1.0 3.59 CLAYEY SILT AND SILTY CLAY 13 13 - 0.95 1.73 15.5 29.6 1.1 3.61 CLAYEY SILT AND SILTY CLAY 13 14 --- -- --- 0.97 1.79 27.1 1.1 3.87 CLAYEY SILT AND SILTY CLAY 13 13 --- -- --- 0.99 1.63 16.1 16.2 0.6 3.72 CLAYEY SILT AND SILTY CLAY 8 8 --- -- --- 1.01 0.95 16.5 25.9 1.0 3.67 MAYEY SILT AND SILTY CLAY 12 12 --- - 1.03 1.55 16.8 87.6 1.2 1.41 SILTY SAND 23 23 0.10 40 53 1.05 -- 17.1 152.2 1.8 1.19 SAND 28 28 0.80 42 73 1.07 -- 17.5 223.0 2.2 0.99 SAND 36 35 1.18 44 88 1.09 -- 17.8 174.0 2.3 1.32 SAND 33 32 0.75 43 78 1.11 -- ' 12.1 136.4 2.6 1.92 SILTY SAND 36 34 0.09 41 68 1.13 -- i3.4 126.4 1.5 1.=0 SAND 25 23 0.67 41 65 1.15 -- i8.8 52.1 1.5 2.49 SILTY SAND 19 18 0.05 37 38 1.17 -- 13.1 34.5 1.4 3.92 CLAYEY SILT AND SILTY CLA7 3.6 1. --- -- --- 1.19 2.08 , 19.4 31.2 0.9 2.82 SANDY SILT AND SILT. 12 11 0.03 34 20 1.21 -- 19.8 16.2 0.7 4.25 CLAYEY SILT AND SILTY CLAY 9 8 --- -- --- 1.23 0.94 20.1 14.3 0.3 2.31 SANDY SILT AND SILT 6 5 0.02 30 20 1.25 ' 20.4 15.0 0.4 2.61 SANDY SILT AND SILT 6 6 0.01 30 20 1.28 20.7 12.2 0.3 2.38 SANDY SILT AND SILT 5 5 0.01 29 20 1.30 -- 21.1 10.8 0.2 2.04 SANDY SILT AND SILT 4 4 0.02 28 20 1.32 -- ' 21.4 10.8 0.3 2.42 SANDY SILT AND SILT 5 4 0.01 28 20 1.34 -- 21.7 10.8 0.3 2.31 - SANDY SILT AND SILT 5 4 0.01 28 20 1.36 -- 22.0 16.9 0.5 2.96 SANDY SILT AND SILT 7 6 0.01 30 20 1.38 - 22.4 16.2 0.6 3.45 CLAYEY SILT AND SILTY CLAY 8 7 --- -- --- 1.40 0.93 22.7 38.6 1.2 3.14 SANDY SILT AND SILT 15 13 0.02 34 20 1.42 -- 23.6 58.3 1.5 1.66 SILTY SAND 24 20 0.09 38 44 1.44 -- 23.4 187.6 1.6 0.86 SAND 30 25 1.21 42 74 1.46 -- 1 23.7 239.5 2.2 0.93 SAND 37 31 1.28 43 84 1.48 -- 24.0 268.3 2.5 0.94 SAND 41 34 1.35 43 89 1.50 -- 24.3 240.7 1.9 0.80 SAND 36 29 1.41 43 84 1.52 -- ' 24.7 220.9 1.3 0.60 SAND 32 26 1.53 42 80 1.54 - 25.0 253.5 1.4 0.56 SAND 35 28 1.65 43 85 1.56 -- vp.c I P 2 O N E E R D R 2 L L S N G INTERPRETED CONE PENETRATION TEST DATA DEPTH PC FS FR - SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT TSF. TSF. N N1 MM DEG o TSF TSF. ' 25.2 :47.4 1.4 0.58 SAND 35 28 1.62 43 84 1.58 -- 25 7 228.1 1.3 0,56 SAND 32 26 1.58 42 80 1.60 -- !6.0 206.9 1.2 0.59 SAND 30 24 1.50 42 76 1.62 ' 26.3 210.1 1.1 0.53 SAND 30 23 1.56 42 76 1.64 -- 26.6 209.9 =.0 0.48 SAND - 29 23 1.60 42 76 1.67 -- 27.0 219.5 1.1 0.51 SAND 31 24 1.50 42 77 1.69 -- 27:2.:34.7 -' 239.4 1.4 1.4 ;.59 C.58 SAND 33 26 1.58 42 80 1.71 SAND 34 26 1.60 42 81 1.73 -- 28.0 199.7 1.2 0.60 SAND 29 ^2 1.47 41 72 1.75 -- ' 28.2 28.6 74.7 35.2 2.0 1.7 2.69 4.83 SANDY SILT AND SILT CLAYEY SILT AND SILTY CLAY 23 17 0.05 36 33 1.77 19 14 --- -- --- 1.79 2.09 28.9 118.8 2.1 1.79 SILTY SAND 32 24 0.10 38 49 1.81 -- 29.3 229.8 1.2 0.51 SAND 32 24 1.63 42 77 1.83 ' 29.6 167.3 2.0 1.19 SAND 31 22 0.85 40 63 1.85 -- 29.9 313.7 1.9 0.61 SAND 42 31 1.74 43 90 1.87 -- 30.2 295.6 1.6 0.55 SAND 40 29 1.76 43 87 1.89 -- 30.6 305.8 1.5 0.48 SAND 40 29 1.84 43 89 1.91 30.9 326.9 1.9 0.58 SAND 43 31 1.80 43 91 1.93 31.3 330.4 1.9 0.59 SAND 44 31 1..80 43 91 1.95 -- 31.6 330.9 2.0 0.60 SAND 44 31 1.79 43 91 1.97 21.9 343.0 2.5 0.71 SAND 47 33 1.71 43 92 2.00 -- 32.3 338.3 2.6 0.76 SAND 47 33 1.65 43 92 2.02 -- 22.6 288.6 2.0 0.68 SAND 40 28 1.63 42 84 2.04 ' 22.9 273.3 1.8 0.66 SAND 38 26 1.61 42 82 2.06 W.Z 264.2 1.8 0.59 SAND 38 26 1.56 42 So 2,08 33.6 268.5 1.8 0.69 SAND 38 26 1.58 42 81 2.10 -- ' 33.9 34.2 264.2 231.8 1.4 1.1 0.54 0.49 SAND SAND 36 24 .1.70 42 80 2.12 32 21 1.66 41 73 2.14 34.5 202.3 0.9 0.44 SAND 28 19 1.61 40 67 2.16 -- 34.9 175.0 0.7 0.41 SAND 24 16 1.62 39 61 2.18 ' 35.2 238.0 1.0 0.42 SAND 32 21 1.74 41 74 2.20 -- 35.5 365.2 6.0 1.64 SAND 65 43 0.91 43 92 2.22 -- 35.9 301.5 2.8 0.94 SAND 45 29 1.42 42 84 2.24 -- 36.2 266.5 1.7 0.64 SAND 37 24 1.61 41 78 2.26 36.5 275.3 2.4 0.85 SAND 41 26 1.44 41- 80 =_ 2.28 36.8 252.4 1.7 0.68 SAND 36 23 1.54 41 75 2.30 -- ' 37.2 37.5 251.0 252.5 1.2 0.48 SAND 34 22 1.71 41 75 2.32 -- I BE" to). 14 me w I74012 -moa GATE . 01/03/88 LOCATION . PC -7 FILE Y . la LOCA_ F7rtrrirw D ria a Ron/ft's 5 a - -- (PERCENT) I 8 I i MX OEM 12.40 I I [1 1 P 2 O N E E R D R 2 L L = N G INTERPRETED CONE PENETRATION TEST DATA PROJECT NAME: HIGHLAND SOIL PROJECT NO. 6574012-0 LOCATION PC -7 DATE 01/03/88 AVERAGE UNIT WEIGHT OF SOIL (PCF)-- 125 DEPTH QC FS =T. TSF. TSF 0.1 2.6 0.1 C.4 30.1 0.0 O.a 31.2 0.1 1.1 100.6 0.1 1.4 144.0 0.4 1.7 129.8 0.4 2.1 112.8 0.1 2.4 123.3 0.0 2.7 153.8 0.1 3.1 165.8 0.5 3.4 169.4 0.3 3.7 168.9 0.8 4.0 182.5 0.8 4.4 183.2 0.9 Y.% 169.9 0.3 5.O :50.9 0.7 5.3 153.1 0.7 5.7 156.3 0.8 6.0 125.4 0.7 6.3 89.7 0.4 6.7 87.0 0.4 7.0 80.4 0.4 7.3 82.7 0.4 7.6 101.0 0.5 3.0 101.2 0.6 8.3 101.9 0.7 3.6 100.1 1.5 8.9 83.3 2.3 9.3 71.3 3.1 9.6 69.3 2.4 9.9 90.8 3.3 10.2 84.2 3.6 10.6 81.5 3.3 10.9 77.4 3.1 FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF Z.27 CLAYEY SILT AND SILTY CLAY 1 5 --- -- --- 0.01 0.16 0.13 SILTY SAND 8 24 0.10 -- ---.0.03 -- 0.38 SILTY SAND 8 22 0.09 -- --- 0.05 -- 0.11 SAND 13 32 1.86 -- --- 0.07 -- 0.27 SAND 20 45 1.72 -- --- 0.09 -- 0.27 SAND 18 29 1.71 -- --- 0.11 -- 0.10 SAND 15 31 1.88 -- --- 0.13 -- 0.03 SAND 16 33 1.97 -- --- 0.15 -- 0.08 SAND 20 39 1.92 -- --- 0.17 0.28 SAND 22 43 1.73 -- --- 0.19 -- 0.47 SAND 24 45 1.55 -- --- 0.21 -- 0.48 SAND 24 43 1.54 -- --- 0.23 -- 0.46 SAND 26 45 1.57 48 100 0.25 -- 0'46 SAND 26 44 1.57 48 99 0.27 -- 0.49 SAND 24 41 1.53 48 96 0.29 0.46 SAND 22 35 1.53 48 92 0.31 -- 0.44 SAND 22 35 1.56 48 92 0.33 -- 0.50 SAND 23 35 1.50 48 92 0.35 -- 0.54 SAND 19 29 1.40 46 34 0.38 -- 0.45 SAND 13 20 1.40 44 730.40 -- 0.47 SAND 13 20 1.35 44 72 0.42 0.46 SAND 12 18 1.33 43 69 0.44 - 0.42 SAND 12 18 1.39 43 69 0.46 0.51 SAND 15 21 1.36 44 74 0.48 0.56 SAND 16 22 1.29 44 74 0.50 0.64 SAND 16 22 1.20 44 73 0.52 -- 1.53 SILTY SAND 26 35 0.10 43 72 0.54 -- 3.40 SANDY SILT AND SILT 30 39 0.03 42 66 0.56 - 4.35 CLAYEY SILT AND SILTY CLAY 33 43 --- -- --- 0.58 4.42 3.52 SANDY SILT AND SILT 26 34 0.03 41 59 0.60 - 3.65 SANDY SILT AND SILT 34 43 0.03 42 67 0.62 - 4.30 CLAYEY SILT AND SILTY CLAY 38 47 --- -- --- 0.64 5.23 4.08 SANDY SILT AND SILT 35 43 0.01 41 62 0.66 -- 4.03 SANDY SILT AND SILT 33 40 0.01 41 60 0.68 -- or_- P 2 C3 N E E R D R 2 L L 2 INTERPRETED CONE PENETRATION TEST DATA ' DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU , FT. TSF. TSF. o N.N1 MM DEG IN, TSF TSF. -1.2 74.0 3.0 4.11 SANDY SILT AND SILT 33 39 0.01 41 57 0.70 -- 11.5 93.8 3.7 3.90 SANDY SILT AND SILT 37 44 0.02 42 55 0.72 -- -1.9 100.1 4.2 4.18 SANDY SILT AND SILT 43 50 0.01 42 66 0.74 -- 12.2 97.3 4.0 4.08 SANDY SILT AND SILT 41 47 0.02 42 05 0.76 -- ll 5 82.9 3.? 4.51 CLAYEY SILT AND SILTY CLAY 39 44 --- -- --- 0.78 5.13 12.9 101.5 3.2 3.14 SANDY SILT AND SILT 33 37 0.04 42 65 0.80 -- -09.4 2.6 2.37 SILTY SAND 31 35 0.07 42 67 0.82 -- -2.' 113.' 1.6 1.33 SAND '6 29 0.41 42 70 0.34 -- 13.3 104.0 2.6 '.50 SILTY SAND 30 33 0.07 41 64 0.87 -- 14.2 62.4 3.0 4.81 CLAYEY SILT AND SILTY CLAY 32 34 --- -- --- 0.89 3.84 14.5 67.9 2.9 4.33 CLAYEY SILT AND SILTY CLAY 32 33 --- -- --- 0.91 4.19 14.8 55.7 2.6 4.58 CLAYEY SILT AND SILTY CLAY 28 29 --- -- --- 0.93 3.42 15.2 59.7 2.4 4.07 CLAYEY SILT AND SILTY CLAY 27 28 --- -- --- 0.95 3.67 15.5 63.8 2.9 4.50 CLAYEY SILT AND SILTY CLAY 31 31 --- -- --- 0.97 3.93 15.8 75.4 3.0 4.02 SANDY SILT AND SILT 32 33 0.01 39 49 0.99 -- 16.1 64.5 2.9 4.47 CLAYEY SILT AND SILTY CLAY 31 31 --- -- --- 1.01 3.97 `• 16.5 55.6 2.6 4.59 CLAYEY SILT AND SILTY CLAY 28 27 --- -- --- 1.03 3.41 16.8 52.5 2.2 4.23 CLAYEY SILT AND SILTY CLAY 25 24 --- -- --- 1.05 3.21 17.1 63.8 2.4 3.79 SANDY SILT AND SILT 26 26 0.02 38 41 1.07 -- 17.5 02.5 2.7 4.35 CLAYEY SILT AND SILTY CLAY 29 28 --- -- --- 1.09 3.84 17.8 47.5 2.3 4.90 CLAYEY SILT AND SILTY CLAY 25 24 --- -- --- 1.11 2.90 18.1 35.:; 1.3 3.71 CLAYEY SILT AND SILTY CLAY 15 15 --- -- --- 1.13 2.14 18.4 33.E 1.2 3.67 CLAYEY SILT AND SILTY CLAY 15 14 --- -- --- 1.15 2.04 18.3 74.7 1.2 1.55 SILTY SAND 20 19 0.09 28 44 1.17 -- 19.1 89.9 0.9 1.03 SAND i8 17 0.60 3: 50 1.i9 -- 19.4 88.3 0.9 1.04 SAND 18 17 0.57 39 49 1.21 -- 19.8 65.2 1.1 1.66 SILTY SAND 18 17 0.08 37 38 1.23 -- 20.1 63.0 2.2 3.56 SANDY SILT AND SILT 25 22 0.02 37 36 1.25 -- 20.4 .36.6 1.8 4.95 CLAYEY SILT AND SILTY CLAY 20 18 --- -- --- 1.28 2.20 20.7 37.4 1.4 3.61 SANDY SILT AND SILT 16 15 0.01 34 20 1.30 -- 21.1 46.8 1.5 3.18 SANDY SILT AND SILT 18 15 0.03 35 25 1.32 -- 21.4 40.7 1.3 3.19 SANDY SILT AND SILT 16 14 0.02 35 21 1.34 -- 21.7 54.3 0.9 1.73 SILTY SAND 16 13 0.07 36 30 1.36 22.0 52.7 0.7 1.37 SILTY SAND 15 13 0.08 36 28 1.38 -- 22.4 38.0 1.4 3.58 SANDY SILT AND SILT 17 14 0.01 34 20 1.40 -- 22.7 21.2. 1.0 4.53 CLAYEY SILT AND SILTY CLAY 12 10 ----- --- 1.42 1.23 23.0 14.7 0.6 4.28 CLAYEY SILT AND SILTY CLAY 8 7 --- -- --- 1.44 0.83 23.4 13.5 0.4 3.25 CLAYEY SILT AND SILTY CLAY 6 5 --- -- --- 1.46 0.75 23.7 24.4 1.0. 3.89 CLAYEY SILT AND SILTY CLAY 12 10 ----- --- 1.48 1.43 24.0 33.9 1.6 4.81 CLAYEY SILT AND SILTY CLAY 19 15 ----- --- 1.50 2.03 24.3 41.8 1.3 3.11 SANDY SILT AND SILT 16 13 0.03 34 20 1.52 -- 24.7 44.9 1.6 3.45 SANDY SILT AND SILT 18 15 0.02 34 20 1.54 -- 25.0 20.3 0.9 4.48 CLAYEY SILT AND SILTY CLAY 11 9 --- -- --- 1.56 1.17 IP S O N E E 1=11 - nn = LL 2 N G INTERPRETED CONE PENETRATION TEST DATA DEPTH :)C FS FR - SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. ;, N N1 MM DEG TSF TSF. 25.3 28.1 1.0 3.41 SANDY SILT AND SILT 12 10 0.01 32 20 1.58 -- 25.7 18.7 O.S 4.11 CLAYEY SILT AND SILTY CLAY 10 8 --- - 1.60 1.07 26.0 11.5 0.5 3.99 CLAYEY SILT AND SILTY CLAY 6 5 --- -- --- 1.62 0.62 26.3 21.7 0.3 3.55 CLAYEY SILT AND SILTY CLAY 10 8 1.64 1.25 26.6 30.9 1.2 3.82 CLAYEY SILT AND SILTY CLAY 14 11 =__ __ __- - 1.67 1.83 27.0 29.1 C.7 2.34 SANDY SILT AND SILT 10 8 0.04 32 20 1.69 27.L 2I 91.0 267.E 2.2 3.y 2.42 1.2E SILTY SAND SAND 27 20 0.07 37 it 1.71 28.0 311.4 3.1 46 35 1.04 43 35 1.73 -- 28.3 312.7 3.3 !0.09 1.05 SAND 47 35 1.40 43 91 1.75 28.6 329.0 3.6 1.09 SAND SAND 48 36 1.35 43 91 1.77 ' 28.9 314.0 3.1 0.99 SAND 50 47 38 1.34 43 93 1.79 -- 29.3 179.5 3.3 1.86 SAND 43 35 32 1.40 0.26 43 40 91 67 1.81 1.83 29.6 92.4 2.3 2.53 SILTY SAND 27 20 0.06 37 40 1.85 ' 29.9 86.4 2.6 3.05 SANDY,SILT AND SILT 28 20 0.04 37 37 1.87 30.2 54.7 2.1 3.80 SANDY SILT AND SILT 23 17 0.01 34 21 1.89 30.6 30.9 121.0 44.8 3.4 1.9 2..84 4.15 SILTY SAND CLAYEY SILT AND 36 26 006 38 48 1.91 -- SILTY CLAY 21 15 --- 1.93 2.68 31.3 27.1 0.6 2.10 SANDY SILT AND SILT 9 6 0.04 31 20 1.95 31.6 21.7 0.6 2.72 SANDY SILT AND SILT 9 6 0.02 30 20 1.97 31.9 59.9 2.2 3.09 SANDY SILT AND SILT 24 17 0.04 35 28 2.00 -- 32.3 30.5 0.9 2.98 SANDY SILT AND SILT 12 8 0.02 31 20 2.02 32.6 70.1 2.5 3.51 SANDY SILT AND SILT 26 18 0.03 35 27 2.04 32.9 118.2 2.1 1.78 SILTY SAND 32 22 0.10 38 46 2.06 33.2 122.8 2.9 2,35 SILTY SAPID 35 24 0.08 38 47 2.08 -- 33.6 51.6 2.4 4.57 CLAYEY SILT AND SILTY CLAY 26 17 --- -- --- 2,10 3.09 33.9 47.7 1.4 2.98 SANDY SILT AND SILT 17 11 0.03 33 20 2.12 34.2 28.9 1.0 3.46 CLAYEY SILT AND SILTY CLAY 13 9 --- -- --- 2.14 1.67 34.5 21.7 1.1 5.03 CLAY 22 14 --- -- --- 2.16 1.22 34.9 32.6 1.0 2.97 SANDY SILT AND SILT 13 8 0.02 31 20 2.18 35.2 33.9 0.5 1.39 SILTY SAND 10 6 0.07 31 20 2.20 35.5 28.5 0.4 1.37 SILTY SAND 8 6 0.06 30 20 2.22 35.9 57.7 1.5 2.55 SANDY SILT AND SILT 18 12 0.05 34 20 2.24 ' 36.2 36.5 84.0 67.7 3.4 3 .3 3.99 4.89 SANDY SILT AND SILT CLAYEY SILT AND 35 23 0_02 36 31 2.26 -- SILTY CLAY 35 22 - ---2.28 2.28 4.09 36.8 42.2 1.3 3.13 SANDY SILT AND SILT 16 10 0.03 32 20 2.30 -- 29.8 0.2 0.77 SILTY SAND 8 5 0.08 30 20 2.32 '37.2 37.5 39.4 0.5 1.19 SILTY SAND 11 7 0.08 32 20 2.34 -- 37.3 50.2 1.1 2.13 SILTY SAND 15 9 0.06 33 20 2.36 38.2 53.0 0.9 1.72 SILTY SAND 15 9 0.07 33 20 2.38 39.4 0.5 1.35 SILTY SAND 11 7 0.07 32 20 2.41 -_ '38.5 38.8 76.0 1.9 2.45 SILTY SAND 23 14 0.06 35 26 2.43 39.1 79.5 3.8 4.83 CLAYEY SILT AND SILTY CLAY 40 24 --- -- --- 2.45 . 4.81 9r.'1 P 2 O N E E R D R = L L 2 N G INTERPRETED CONE PENETRATION TEST DATA DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT 750 PHI DR PO SU FT. TSF. TSF. o N N1 MM DEG TSF TSF. 39.5 63.2 2.4 3.85 SANDY SILT AND SILT 27 16 0.01 34 20 2.47 -- 39.3 35.9 1.5 4.15 CLAYEY SILT AND SILTY CLAY 17 10 --- -- --- 2.49 2.09 40.1 62.3 2.8 3.35 SANDY SILT AND SILT 29 19 0.03 35 28 2.51 -- 108 N 74012-0000 DATE 3 01/03/88 LOCATION . PC -8 FILE M 1 11 LOCAL FRICTION FRICTION RATIO 0 TIP RESISTANCE (Ton/ft'2) 500 0 (Ton/ft-2) 5 0 (PERCENT) 8 iT MAX DEPTH 8.40 INTERPRETED CONE PENETRATION TEST DATA ' PROJECT NAME: HIGHLAND SOIL 1 PROJECT NO. 6574012-0 LOCATION PC -8 ' DATE 01/03/88 AVERAGE UNIT WEIGHT OF SOIL (PCF)-- 125 DEPTH QC FS FT. TSF. TSF 0.1 1.4 0.0 0.4 4.8 0.0 0.8 9.5 0.0 1.1 8.6 0.0 1.4 10.9 0.0 1.7 28.1 0.1 2.1 155.7 0.1 2.4 239.3 0.7 2.7 279.7 2.0 3.1 285.6 2.1 3.4 295.2 2.9 3.7 270.9 2.6 4.0 241.2 2.1 4.4 229.8 2.1 4.7 221.3 1.7 5.0 198.6 1.4 5.3 180.4 1.2 5.7 156.5 1.0 6.0 142.8 1.0 6.3 125.5 0.8 6.7 92.5 0.6 7.0 83.0 0.5 7.3 76.2 0.5 7.6 62.8 0.4 8.0 84.4 0.6 8.3 91.6 0.8 .8.6 91.3 0.7 8.9 93.2 0.8 9.3 101.9 0.7 9.6 .84.2 1.0 9.9 59.8 2.1 10.2 55.8 2.2 10.6 54.4 2.1 10.9 58.5 2.3 FR SOIL BEHAVIOR TYPE e 0.74 CLAYEY SILT AND SILTY CLAY 0.42 SANDY SILT AND SILT 0.11 SILTY SAND SPT 0.23 SANDY SILT AND SILT 0.37 SANDY SILT AND SILT 0.29 SILTY SAND , 0.04 3 SAND -- --- 0.29 0_08, SAND 2 5 0.70 -- SAND 0.03 0.75 3 SAND 0.05 -- 0.97 0.05 SAND 3 0.95 0.05 SAND --- 0.07 0.86 3 SAND 0.05 -- 0.91 0.09 SAND 8 0.77 0.09 SAND --- 0.11 0.72 SAND 42 1.96 0.65 --- SAND -- 31 0.65 1.85 SAND --- 0.15 0.67 SAND 77 1.59 0.64 --- SAND _= 1 0.63 77 SAND -- --- 0.60 -- SAND 82 1.38 0.64 --- SAND 41 0.60 1.34 SAND --- 0.23 0.72 37 SAND 1.35 48 0.85 0.25 SAND 36 61 0.81 48 SAND 0.27 -- 0.80 56 SAND 48 100 0.67 SAND 30 49 1.13 48 SAND 0*1 1 - 3.51 SANDY SILT AND SILT 3.89 SANDY SILT AND SILT 3.92 SANDY SILT AND SILT 3.95 SANDY SILT AND SILT en_e 24 30 0.01 40 50 0.64 _= ' 24 30 0.01 39 49 0.66 26 31 0.01 40 50 0.68 -- SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF , 1 3 --- -- --- 0.01 0_08, 2 5 0.04 -- --- 0.03 3 8 0.05 -- --- 0.05 -- 3 7 0.05 -- --- 0.07 -- 3 8 0.05 -- --- 0.09 8 17 0.09 -- --- 0.11 20 42 1.96 -- --- 0.13 -- 31 63 1.85 -- --- 0.15 39 77 1.59 -- --- 0.17 _= 1 41 77 1.56 -- --- 0.19 -- 44 82 1.38 -- --- 0.21 41 74 1.34 -- --- 0.23 == ' 37 64 1.35 48 100 0.25 36 61 1.27 48 100 0.27 -- 33 56 1.38 48 100 0.29 30 49 1.36 48 100 0*1 1 - 27 43 1.39 48 97 0.33 -- 24 37 1.35 48 92 0.35 22 34 1.31 47 89 0.38 20 29 1.29 46 83 0.40 -- 15 22 1.17 44 73 0.42 14 20 1.14 44 70 0.44 =_ ' 13 19 1.02 43 66 0.46 11 16 0.90 42 -60 0.48 -- 15 20 0.98 43 68 0.50 17 23 0.86 43 70 0.52 16 22 0.91 43 70 0.54 -- 17 17 22 Z1 0.94 1.16 43 43 70 72 0.56 0.58 == , 19 24 0.41 42 65 0.60 23 29 0.02 40 53 0.62 -- 24 30 0.01 40 50 0.64 _= ' 24 30 0.01 39 49 0.66 26 31 0.01 40 50 0.68 -- I 1 1 P S O N E E R 1 D R 2 L L 2 N G CONE PENETRATION TEST DATA EPTH QC =5 FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. a N N1 MM DEG TSF TSF. 11.2 59.8 2.5 4.16 CLAYEY SILT AND SILTY CLAY 27 33 --- -- --- 0.70 3.70 11.5 61.3 2.5 4.10 CLAYEY SILT AND SILTY CLAY 28 33 --- -- --- 0.72 3.79 111.9 58.4 2.5 4.22 CLAYEY SILT AND SILTY CLAY 27 31 --- -- --- 0.74 3.60 12.2 59.7 2.6 4.34 CLAYEY SILT AND SILTY CLAY 28 32 --- -- --- 0.76 3_68 12.5 62.0 2.0 3.29 SANDY SILT AND SILT 23 26 0.03 39 49 0.78 12..9 32.6 1.3 4.07 CLAYEY SILT AND SILTY CLAY 16 18 --- -- --- 0.80 1.99 13.2 47.4 1.3 2.68 SANDY SILT AND SILT 16 17 0.04 38 39 0.82 -- 13.5 `1.6 1.6 3.08 SANDY SILT AND SILT 19 20 0.03 38 41 0.84 13.8 32.6 1.1 3.25 SANDY SILT AND SILT 13 14 0.02 36 26 0.87 -- 14.2 47.6 1.5 3.11 SANDY SILT AND SILT 17 19 0.03 37 37 0.89 114.5 33.9 1.3 3.75 CLAYEY SILT AND SILTY CLAY 15 16 --- -- --- 0.91 2.06 14.8 24.3 0.6 2.35 SANDY SILT AND SILT 9 9 0.03 34 20 0.93 -- 15.2 29.7 1.1 3.64 CLAYEY SILT AND SILTY CLAY 14 14 --- -- --- 0.95 1.80 '15.5 77.5 1.2 1.59 SILTY SAND 21 21 0.09 39 51 0.97 -- 15.8 114.2 1.4 1.24 SAND 24 24 0.54 41 65 0.99 16.1 72.8 2.4 3.31 SANDY SILT AND SILT 26 26 0.03 39 47 1.01 -- 16.5 44.9 1.5 3.38 SANDY SILT AND SILT 18 18 0.02 36 31 1.03 16.8 29.9 0.9 3.07 SANDY SILT AND SILT 12 12 0.02 34 20 1.05 -- 17.1 26.6 0.7 2.63 SANDY SILT AND SILT 10 10 0.03 34 20 .1.07 -- 17.5 31.1 1.0 3.25 SANDY SILT AND SILT 13 12 0.02 34 20 1.09 -- 17.8 32.0 1.2 3.81 CLAYEY SILT AND SILTY CLAY 15 14 --- -- --- 1.11 1.93 18.1 28.6 1.0 3.64 CLAYEY SILT AND SILTY CLAY 13 12 --- -- --- 1.13 1.71 18.4 Z7.2 1.1 3.86 CLAYEY SILT AND SILTY CLAY 13 12 --- -- --- 1.15 1.63 18.3 31.3 1.3 4.25 CLAYEY SILT AND SILTY CLAY 16 15 --- -- --- 1.17 1.88 19.1 30.0 1.3 4.40 CLAYEY SILT TA%D SILTY CLAY 15 14 --- -- --- 1.19 1.80 19.4 25.0 0.9 3.48 CLAYEY SILT AND SILTY CLAY 11 10 --- - --- 1.21 1.49 19.8 23.1 0.9 3.72 CLAYEY SILT AND SILTY CLAY 11 10 --- -- --- 1.23 1.37 20.1 25.2 1.1 4.29 CLAYEY SILT AND SILTY CLAY 13 12 --- -- --- 1.25 1.50 20.4 27.2 1.4 5.07 CLAY 27 24 --- -- --- 1.28 1.62 20.7 49.0 2.2 4.51 CLAYEY SILT AND SILTY CLAY 24 22 --- -- --- 1.30 2.98 21.1 87.5 2.6 2.91 SANDY SILT AND SILT 27 24 0.05 38 46 1.32 21.4 53.0 2.5 4.79 CLAYEY SILT AND SILTY CLAY 27 24 --- -- --- 1.34 3.23 21.7 77.4 3.0 3.81 SANDY SILT AND SILT 31 27 0.02 38 41 1.36 -- 122.0 67.2 3.0 4.48 CLAYEY SILT AND SILTY CLAY 32 28 --- -- --- 1.38 4.11 22.4 57.1 1.6 2.77 SANDY SILT AND SILT 19 16 0.04 36 '30 1.40 22.7 49.0 1.2 2.35 SANDY SILT AND SILT 15 13 0.05 35 25 1.42 -- 23.0 42.8 1.4 3.27 SANDY SILT AND SILT 17 14 0.02 34 20 1.44 123.4 34.0 1.1 3.24 SANDY SILT AND SILT 14 12 0.02 33 20 1.46 -- 23.7 31.3 0.9 2.78 SANDY SILT AND SILT 12 10 0.03 33 20 1.48 -- 24.0 32.0 0.9 2.84 SANDY SILT AND SILT 12 10 0.03 33 20 1.50 -- 124.3 34.0 1.0 2.79 SANDY SILT AND SILT 12 10 0.03 33 20 1.52 24.7 97.9 2.7 2.74 SILTY SAND 30 24 0.06 38 46 1.54 25.0 138.2 3.8 2.76 SILTY SAND 41 33 0.06 40 60 1.56 -- 1 1 P S O N E E R D R S I. L S N G , INTERPRETED CONE PENETRATION TEST DATA 1 DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU ,T.TSF. TSF. N N1 MM DEG o TSF ' TSF. 25.3 440.6 4.0 0.91 SAND 60 48 1.68 45 100 1.58 t 25." 484.1 5.2 1.07 SAND 68 54 1.58 46 100 1.60 __ 26.0 485.5 5.8 1.19 SAND 71 56 1.47-46 100 1.62 -- 26.3 559.5 3.6 0.64 SAND AND GRAVEL 68 54 2.28 46 100 1.64 -_ 26.6 418.6 5.7 1.36 SAND 66 52 1.24 45 100 1.67 -t 27.0 482.' 7.8 1.62 SAND 81 63 1.07 46 100 1.69 -- 1 1 1 1 ORA 1 - 1 1 0 TIP RESISTANCE (Tan/ft'Z) 0 1 1 1 1 1 i 1 1 DEPTQO H 1 1 1 1 1 1 JOB N 574012 -COM DATE , 01/03/98 LOCATION , PC -9 FILE M 12 LOCAL FRICTION FRICTION RATIO Snn n ITlf -"1 c n MAX DEPTH 12-20 I P 2 O N E E R D R 2 L L 2 N G t 'INTERPRETED CONE PENETRATION TEST DATA PROJECT NAME: HIGHLAND SOIL PRCJECT NO. 6574012-0 LOCATION : PC -9 DATE 01/03/88 ' AVERAGE UNIT WEIGHT OF SOIL (PCF)-- 125 DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU :T. TSF. TSF. % N N1 MM DEG ., TSF TSF 0.,4 6.8 0.0 0.15 SANDY SILT AND SILT 2 8 0.05 -- --- 0.01 -_ 0.4 44.9 0.0 0.02 SAND 6 17 1.93 -- --- 0.03 0.8 53.3 0.0 0.08 SAND 7 19 1.83 -- --- 0.05 1.1 65.3 0.1 0.08 SAND 8 21 1.87 -- --- 0.07 1.4 78.9 0.0 0.03 SAND 10 23 1.96 -- --- 0.09 1.7 112.9 0.0 0.01 SAND 14 31 1.99 -- --- 0.11 2.1 144.8 0.2 0.15 SAND 19 40 1.84 -- --- 0.13 2.4 149.6 0.5 0.30 SAND 20 41 1.69 -- --- 0.15 2.7 145.5 0.7 0.47 SAND 21 41 1.52 -- --- 0.17 =_ , 3.1 141.4 0.9 0.64 SAND 22 41 1.33 -- --- 0.19 -- 3.4 143.1 0.7 0.47 SAND 21 38 1.51 -- --- 0.21 3.7 126.7 0.5 0.39 SAND 18 32 1.56 -- --- 0.23 4.0 106.6 0.4 0.36 SAND 15 26 1.56 47 82 0.25 4.4 95.2 0.3 0.33 SAND 13 23 1.58 47 78 0.27 4.7 95.2 0.3 0.33 SAND 13 22 1.57 46 77 0.29 -_ 5.0 93.9 0.3 0.31 SP*ID 13 22 1.59 46 76 0.31 5.3 97.6 0.3 0.31 SAND 14 22 1.61 46 77 0.33 5.7 100.6 0.3 0.29 SAND 14 22 1.64 46 77 0.35 -_ 6.0 101.0 0.3 0.29 SAND 14 21 1.64 45 77. 0.38 - 6.3 98.1 0.3 0.28 SAND 14 20 1.65 45 75 0.40 6.7 96.6 0.3 0.28 SAND 13 20 1.64 45 0.42 7.0 102.0 0.3 0.25 SAND 14 20 1.68 45 '75 .74 0.44 7.3 102.0 0.2 0.24 SAND 14 20 1.71 44 75 0.46 7.6 96.6 0.3 0.27 SAND 13 19 1.65 44 73 0.48 - 8.0 98.0 0.3 0.35 SAND 14 19 1.55 44 73 0.50 3.3 110.2 0.4 0.34 SAND 16 21 1.59 44 76 0.52 8.6 117.0 0.4 0.30 SAND 16 22 1.65 44 77 0.54 8.9 121.3 0.3 0.24 SAND 16 22 1.73 44 77 0.56 9.3 125.8 0.3 0.25 SAND 17 22 1.73 44 78 0.58 9.6 134.8 0.4 0.27 SAND 18 23 1.71 44 80 0.60 9.9 133.3 0.4 0.29 SAND 18 23 1.69 44 79 0.62 10.2 133.3 0.3 0.24 SAND 18 22 1.74 44 79 0.64 , 10.6 160.5 0.4 0.25 SAND 22 26 1.75 45 85 0.66 == 10.9 131.9 0.5 0.39 SAND 19 23 1.57 44 77 0.68 -- I IP S CD N E E R D R S L L 2 N G ' INTERPRETED CONE PENETRATION TEST DATA PTH QC FS FR - SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU T. TSF. TSF. N N1 MM DEG TSF TSF. .2 130.9 0.5 0.38 SAND 18 22 1.58 43 76 0.70 -- .5 126.5 0.7 0.51 SAND 19 22 1.43 43 75 0.72 -- 11.9 107.4 0.8 0.78 SAND 18 21 1.05 42 69 0.74 [93.6 1.6 1.67 SILTY SAND 25 29 0.09 41 64 0.76 -- 2.5 102.0 1.5 1.44 SAND 25 29 0.20 42 66 0.78 -- 12.9 108.8 1.3 1.17 SAND 22 25 0.59 42 68 0.80 -- 13.2 62.6 2.1 3.32 SANDY SILT AND SILT 23 25 0.03 39 47 0.82 3.5 97.9 1.4 1.38 SAND 24 26 0.23 41 63 0.84 -- 13.3 71.4 1.4 1.96 SILTY SAND 20 22 0.07 39 51 0.87 -- 57.1 1.8 3.10 SANDY SILT AND SILT 20 22 0.03 38 43 0.89 (4.2 4.5 77.5 1.9 2.48 SILTY SAND 23 24 0.06 40 52 0.91 4.8 95.7 1.2 1.21 SAND 21 22 0.42 41 60 0.93 -- 15.2 99.3 1.1 1.11 SAND 20 21 0.59 41 61 0.95 t5.5 43.5 1.5 3.40 SANDY SILT AND SILT 18 18 0.02 36 32 0.97 5.8 68.2 1.7 2.48 SILTY SAND 21 21 0.05 39 45 0.99 -- 16.1 106.6 0.8 0.75 SAND 18 18 1.09 41 62 1.01 -- 6.5 70.7 1.1 1.61 SILTY SAND 19 19 0.09 39 45 1.03 6.8 35.4 1.3 3.68 CLAYEY SILT AND SILTY CLAY 16 16 --- -- --- 1.05 2.14 7.1 28.6 1.0 3.43 SANDY SILT AND SILT 13 12 0.01 34 20 1.07 -- 17.5 82.9 1.9 2.23 SILTY SAND 24 23 0.07 39 50 1.09 7.8 134.6 2.2 1.66 SAND 33 32 0.22 41 68 1.11 -- 8.1 127.8 3.5 2.73 SILTY SAND 38 36 0.06 41 66 1.13 -- 18.4 137.4 2.5 1.79 SILTY SAND 36 34 0.10 41 68 1.15 -- 98.8 193.1 1.6 0.83 SAND 31 28 1.25 43 81 1.17 9.1 198.7 1.9 0.94 SAND 32 30 1.16 43 81 1.19 19.4 183.6 1.7 0.90 SAND 30 27 1.16 42 78 1.21 -- 171.4 1.9 1.08 SAND 30 27'0.97 42 75 1.23 (9.8 0.1 140.1 1.6 1.17 SAND 27 24 0.77 41 66 1.25 0.4 132.0 1.6 1.23 SAND 26 23 0.67 41 64 1.28 -- 20.7 108.8 1.0 0.93 SAND 20 17 0.88 40 56 1.30 11.1 122.4 0.5 0.39 SAND 17 15 1.56 40 60 1.32 1.4 155.0 0.7 0.42 SAND 22 19 1.58 41 69 1.34 -- 21.7 148.2 0.8 0.56 SAND 22 19 1.43 41 67 1.36 -- 2.0 142.8 0.8 0.57 SAND 21 18 1.41 41 65 1.38 2.4 124.9 0.6 0.50 SAND 18.16 1.44 40 59 1.40 2.7 93.8 0.8 0.90 SAND 17 15 0.82 38 47 1.42 -- "3.0 55.8 1.6 2.83 SANDY SILT AND SILT 19 16 0.04 36 29 1.44 3.4 73.5 1.7 2.31 SILTY SAND 22 18 0.06 37 38 1.46 -- 3.7 160.7 1.4 0.86 SAND 26 22 1.15 41 68 1.48 -- 24.0 185.0 1.4 0.76 SAND 29 24 1.30 41 73 1.50 -- 4.3 214.9 1.6 0.74 SAND 32 26 1.39 42 79 1.52 4.7 257.0 2.0 0.76 SAND 38 30 1.48 43 86 1.54 - 25.0 274.7 2.2 0.78 SAND 40 32 1.50 43 89 1.56 -- P 2 O N E E R D R 2 L L S N G I INTERPRETED CONE PENETRATION TEST DATA , DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU ' FT. TSF. TSF. o N N1 MM DEG % TSF TSF. 25.3 25.7 282.9 136.6 1.0 1.9 0.35 SAND 36 29 1.91 43 90 1.58 -- ' 26.0 288.3 1.9 1.41 0.66 SAND 29 23 0.50 40 59 1.60 26.3 282.9 1.9 0.68 SAND SAND 40 32 1.64 43 90 1.62 26.6 288.3 1.9 0.65 SAND 40 31 1.62 43 89 1.64 -- ' 27.0 273.4 1.7 0.60 SAND 40 31 1.66 43 89 1.67 27.3 240.7 2.0 0.82 SAND 38 29 1.66 43 87 1.69 27.5 108.8 2.5 1.- 32 SILTY SAND 36 31 28 1.39 42 81 1.71 = ' 28.0 100.6 3.4 3.37 SANDY SILT AND SILT 34 24 26 0.07 0.04 38 38 47 44 1.73 28.3 28.6 102.1 54.4 3.4 3.33 SANDY SILT AND SILT 34 26 0.04 38 44 1.75 1.77 28.9 54.5 1.7 1.6 3.18 2.97 SANDY SILT AND SILT 20 15 0.03 35 22 1.79 29.3 176.8 3.3 1.88 SANDY SILT AND SILT 19 14 0.04 35 22 1.81 29.6 243.4 3.8 1.56 SAND 43 32 0.23 40 56 1.83 29.9 191.5 3.8 2.00 SAND SAND 47 34 0.73 42 80 1.85 -- ' 30.2 66.1 2.4 3.59 SANDY SILT AND SILT 48 26 35 19 0.19 0.02 41 35 69 27 1.87 30.6 30.9 49.1 38.1 1.8 3.71 SANDY SILT AND SILT 21 15 0.01 34 20 1.89 1.91 31.3 69.4 1.7 2.9 4.52 CLAYEY SILT AND SILTY CLAY 19 14 --- -- --- 1.93 2.261 31.6 36.7 1.3 4.22 3.59 CLAYEY SILT AND SILTY CLAY 32 22 --- -- --- 1.95 4.21 31.9 32.6 0.8 2.48 SANDY SILT AND SILT 16 1 32.3 38.1 0.9 2.31 SANDY SILT AND SILT 11 8 0.04 32 20 2.00 32.0' 42.4 1.1 2.50 SANDY SILT AND,SILT SANDY SILT AND 12 9 0.04 32 20 2.02 32.9 51.7 2.2 4.20 SILT CLAYEY SILT AND SILTY CLAY 14 24 10 17 0.04 33 20 2.04 33.2 112.0 4.4 3.94 SANDY SILT AND SILT 44 30 0.02 37 - 2.06 3_10 33.6 100.6 4.6 4.54 CLAYEY SILT AND SILTY CLAY 47 32 _ 2.03 33.9 34.2 151.0 5.2 3.43 SANDY SILT AND SILT 49 33 0.04 _ 39 _-- 55 2,12 6'16 34.5 34.5 149.6 53.0 4.5 2.9 2.97 5.37 SILTY SAND 45 30 0.06 39 54 - 34.9 46.2 2.6 5.64 CLAY CLAY 53 35 - 2.16 3.18 35.2 49.0 2.7 5.56 CLAY 46 31- --- -- --- 2,18 2.75 35.5 32.6 2.0 6.10 CLAY 49 32 2.20 2.92' 35.9 36.2 47.6 1.4 2.94 SANDY SILT AND SILT 33 17 21 11 --- 0.03 -- 33 --- 20 2,22 2.24 1.90 36.5 35.4 44.9 1.2 2.4 3.51 5.44 SANDY SILT AND SILT 15 10 0.01 31 20 2.26 . 36.8 133.3 4.3 3.20 CLAY SANDY SILT AND SILT 45 42 29 27 0.05 38 - 47 2.28 2.30 2.661 37.2250.2 37.5 322.3 3.9 4.4 1.56 1.37 SAND 48 30 0.75 41 75 2.32 37.8 376.7 5.5 1.47 SAND SAND 54 34 1.08 42 85 2.34 -- ' 38.2 308.2 4.5 1.44 SAND 63 39 1.08 43 91 2.36 38.5 266.6 4.8 1.82 SAND 54 33 0.98 42 83 2.38 38.8 186.3 5.4 2.91 SILTY SAND 55 54 34 0.56 41 77 2.41 39.1 136.9 6.2 4.51 CLAYEY SILT AND SILTY CLAY 61 33 38 0.07 39 61 2.43 --- -- --- 2.45 8.41 9�.0 D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA SOIL BEHAVIOR TYPE SILTY SAND SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF. 68 41 0.10 41 74 2.47 -- uT?i 2C FS FR TSF. TSF. 19.5 257.0 6.0 2.32 _9.3 280.E 1 t 1 1 SOIL BEHAVIOR TYPE SILTY SAND SPT D50 PHI DR PO SU N N1 MM DEG TSF TSF. 68 41 0.10 41 74 2.47 -- r DEPTH w 14 ❑ TTP RFCTCTINPF JOB N 174012-0000 DATE 01/03/88 LOCATION PC -10 FILE B 13 LOCAL FRICTION FRICTION RATIO _ 1 cr MAX DEPTH 1Z120 ' P = O N E E R D R S I.. L ' INTERPRETED CONE PENETRATION TEST DATA 2 N G 1 PROJECT NAME: HIGHLAND SOIL PROJECT NO. 6574012-0 LOCATION PC -10 DATE 01/03/88 AVERAGE UNIT WEIGHT OF SOIL (PCF)-- 125 DEPTH .�C FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU ' __. TSF. "SF. a N N1 MM :)EG TSF TSF C.1 10.2 0.0 0.10 SILTY SAND 3 11 0.08 -_ - 0.01 0.4 20.4 0.0 0.05 SILTY SAND 5 16 0.10 - - =_ 0.03 0.8 40.8 0.0 0.10 SAND 6 15 1.64 -- --- 0.05 -- ' 1.1 1.4 69.1 142.8 0.0 0.5 0.03 0.32 SAND SAND 9 20 22 46 1.95 1.66 -_ - - 0.07 1.7 186.8 0.8 0.44 SAND 26 58 1.60 -- - --- 0.09 0.11.-- 2.1 138.0 0.5 0.34 SAND 19 40 1.64 -- --- 0.13 -- ' 2.4 133.7 0.6 0.43 SAND 19 39 1.54 -_ 0.15 -- 2.7 170.6 1.3 0.74 SAND 27 52 1.29 - _-- -- 0.17 3.1 151.0 0.9 0.58 SAND 23 43 1.41 -- --- 0.19 -- 3.4 191.7 0.9 0.46 SAND 27 50 1.58 -_ - 0.21 3.7 194.6 0.8 0.43 SAND 27 49 1.61 - - 0.23 4.0 216.9 0.8 0.36 SAND 29 51 1.73 48 100 0.25 -- 4.4 130.? C.9 C.52 SAND 26 45 1.52 48 99 0.27 4.7 159.:: 0.9 0.55 SAND 23 39 1.45 48 94 0.29 -- 5.0 153.6 0.8 0.51 SAND cc �c _ �x a� 73 u._�l 5 3 148.6 0.7 0.48 SAND 22 34 1.50 48 92 0.33 -- 5.7 149.:. 0.7 0.50 SAND 22 34 1.49 47 91 0.35 ' 6.0 143.1 0.6 0.45 SAND 21 31 1.53 47 89 0.38 6.3 135.3 0.7 0.48 SAND 20 30 1.49 46 86 0.40 -- 6.7 7.0 130.4 125.1 0.6 0.5 0.44 0.43 SAND SAND 19 18 28 26 1.51 1.52 46 46 84 82 0.42 =_ 0.44 7.3 137.5 0.5 0.39 SAND 19 28 1.58 46 84 0.46 -- 7.6 159.8 0.6 0.34 SAND 22 31 1.66 46 90 0.48 -- 8.0 168.1 0.6 0.35 SAND 23 32 1.67 46 91 0.50 8.3 178.4 0.7 0.40 SAND 25 34 1.63 46 92 0.52 8.6 156.4 0.; 0.43 SAND 22 30 1.57 46 87 0.54 -- 8.9 9.3 124.6 102.8 0.4 0.3 0.31 0.27 SAND SAND 17 23 1.65 44 78 0.56 14 18 1.66 43 72 0.58 9.6 64.1 0.3 0.48 SAND 11 13 1.14 41 56 0.60 -- 9.9 62.8 0.3 0.54 SAND 11 14 1.02 40 54 0.62 0.2 10.6 59.8 0.3 0.52 SAND 10 13 1.01 40 52 0.64 -- 49.1 0.6 1.16 SILTY SAND 13 16 0.09 39 45 0.66 -- 10.9 49.0 0.4 0.74 SAND 13 15 0.14 39 45 0.68 -- 1 P 2 O N E E R D R = L L Z N G INTERPRETED CONE PENETRATION TEST DATA DEPTH QC FS FR - SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU 'T. TSF. TSF. N N1 MM DEG TSF TSF. 11.2 119.1 0.5 0.42 SAND 17 20 1.52 43 73 0.70 -- 11.5 142.8 0.7 0.48 SAND 21 Z4 1.50 44 79 0.72 -- 11.9 152.3 0.8 0.54 SAND 22 26 1.45 44 81 0.74 -- :2.2 1064.1 0.9 0.56 SAND 24 28 1.45 44 83 0.76 -- 12.5 156.2 0.6 0.36 SAND 22 25 1.64 44 31 0.78 -- 12.9 153.7 0.5 0.34 SAND 21 24 1.66 44 20 0.80 -- _1.2 154.7 C.5 0.35 SAND 21 24 1.65 44 '9 0.82 -- 1J.5170.0 =.8 0.45 SAND 24 26 :.57 44 32 0.84 -- :�.2 1',2.5 0.8 C.48 SAND 25 27 1.55 44 32 0.87 -- 14.2 206.4 1.2 0.56 SAND 30 32 1.52 45 89 0.89 -- 14.3 193.8 1.2 0.64 SAND 29 30 1.42 44 86 0.91 -- 14.3 199.6 1.2 0.62 SAND 29 31 1.45 44 87 0.93 -- 15.2 176.4 0.9 0.50 SAND 25 26 1.52 43 81 0.95 -- 15.5 132.8 0.6 0.44 SAND 19 19 1.52 42 71 0.97 -- 15.8 128.6 0.8 0.60 SAND 20 20 1.34 42 69 0.99 -- 16.1 185.3 1.0 0.55 SAND 27 27 1.49 43 82 1.01 -- 16.5 192.9 0.9 0.45 SAND 27 27 1.59 44 83 1.03 -- 15.3 197.1 0.9 C.47 SAND 28 27 1.58 44 84 1.05 -- 17.1 195.9 0.9 0.43 SAND 27 27 1.61 43 83 1.07 -- 17.5 200.0 0.9 0.43 SAND 28 27 1.62 43 83 1.09 -- 17.3 19.5.3 0.9 0.45 SAND 27 26 1.60 43 82 1.11 -- 13.1 193.1 0.9 0.47 SAND 27 26 1.57 43 31 1.13 -- 18.4 185.3 0.8 0.42 SAND 26 24 1.61 43 79 1.15 -- 10.8 =55.2 0.6 0.41 SAND 22 20 1.59 42 ,2 1.17 -- i9.1 94.0 n.9 6.90_ SAND 18 16 0.81 39 52 1.i9 -- 19.4 ^07.1 1.2 1.32 SAND 22 20 0.18 39 49 1.21 -- 19.8 49.6 0.8 1.67 SILTY SAND 14 13 0.07 36 29 1.23 -- 29.1 131.7 1.1 0.80 SAND 22 20 1.13 41 64 1.25 -- 20.4 195.9 1.1 0.54 SAND 28 25 1.52 43 79 1.28 -- 20.7 181.0 0.8 0.46 SAND 26 23 1.57 42 76 1.30 -- 21.1 119.6 0.9 0.71 SAND 19 17 1.19 40 59 1.32 -- 21.4 38.1 0.5 1.34 SILTY SAND 11 10 0.07 34 20 1.34 -- 21.7 24.4 0.2 0.74 SILTY SAND 7 6 0.08 32 20 1.36 -- 22.0 31.3 0.7 2.24 SANDY SILT AND SILT 10 9 0.04 33 20 1.38 -- 22.4 47.6 0.0 0.04 SAND 6 5 1.89 35 24 1.40 -- 22.7 10.8 1.6 14.67 CLAY" 11 9 --- -- --- 1.42 0.59 23.0 76.2 2.0 2.59 SILTY SAND 23 19 0.05 37 39 1.44 -- 23.4 88.4 1.4 1.63 SILTY SAND 24 20 0.09 38 44 1.46 -- 23.7 105.8 1.2 1.11 SAND 21 18 0.65 39 501.48 -- 24.0 115.6 1.0 0.87 SAND 20 16 0.99 39 53 1.50 -- 24.3 87.2 1.5 1.73 SILTY SAND 24 19 0.09 38 42 1.52 -- 24.7 49.6 1.5 3.00 SANDY SILT AND SILT 18 14 0.03 35 23 1.54 -- 25.0 87.7 1.2 1.39 SILTY SAND 23 19 0.10 38 42 1.56 -- I 1 I I 1 1 1 I 1 1 11 P 2 O N E E R D R 2 L L Z w G INTERPRETED CONE PENETRATION TEST DATA DEPTH QC FS FT. TSF. TSF 25.3 109.6 1.2 25.7 85.. 1.9 25.0 44.8 2.2 =6.3 '2.1 2.3 26.6 133.7 1.4 _,.0 150.0 1.9 :7.2 '_57.1 1.9 _',.6 :04._ i.: - Z8.'0 :76.8 1.3 28.3 161.7 0.9 :8.6 160.0 1.1 23.9 240.4 3.7 29.3 220.2 2.9 29.6 214.4 1.8 29.9 177.9 0.8 30.2 142.8 0.9 30.6 61.5 0.3 30.9 34.0 0.6 31.3 35.7 0.9 '1.6 25.8 0.4 31.9. 22.0 0.4 32.3 28.6 0.6 Z8.6 1.5 32.3 65.0 3.1 33.2 '2.8 2.9 33.6 100.0 3.0 33.9 98.6 3.7 34.: 53.9 2.8 34.5 108.8 4.5 34.9 191.8 3.4 35.2 181.6 5.0 35.5 191.8 5.1 35.9 217.4 3.5 36.2 135.9 4.4 36.5 118.1 4.5 36.8 94.6 4.5 37.- 70.7 3.7 37.5 154.5 4.1 37.8 233.9 3.6 38.2 170.7 3.9 38.5 106.7 5.3 38.8 126.5 3.3 39.1 126.5 3.2 :R SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU e N N1 MM DEG TSF TSF. 1.13 SAND 22 18 0.64 39 50 1.58 -- :..16 SILTY SAND 25 19 0.07 37 41 1.60 -- 4.86 CLAYEY SILT AND SILTY CLAY 24 19 --- -- --- 1.62 2.70 3.25 SANDY SILT AND SILT 25 20 0.03 36 34 1.64 -- 1.05 SAND 24 19 0.86 39 57 1.67 -- 1.24 SAND 29 22 0.74 40 62 1.69 -- 1.20 SAND 29 23 0.30 40 63 1.71 -- C. S SAND 23 25 1.17 41 74 1.73 -- 3.74 SA21D 27 21 1.30 46 57 1.75 -- 0.55 SAND 24 18 1.46 40 63 1.77 -- 0.66 SAND 24 18 1.35 40 63 1.79 -- 1.52 SAND 46 34 0.76 42 80 1.81 -- 1.31 SAND 40 29 0.89 41 75 1.83 -- 0.86 SAND 33 25 1.28 41 74 1.85 -- 0.45 SAND 25 18 1.58 40 66 1.87 -- 0.63 SAND 22 16 1.34 39 56 1.89 -- 0.44 SAND 10 7 1.19 35 24 1.91 -- 1.71 SILTY SAND 10 7 0.06 32 20 1.93 -- 2.49 SANDY SILT AND SILT 12 9 0.04 32 20 1.95 -- 1.63 SILTY SAND 8 6 0.05 30 20 1.97 -- 1.59 SANDY SILT AND SILT 7 5 0.05 30 20 2.00 -- ".14 SANDY SILT AND SILT 9 7 0.04 31 20 2.02 -- 5.46 CLAY 29 20 --- -- --- 2.04 1.66 3.64 SANDY SILT AND SILT 32 22 0.03 36 34 2.06 -- 4.01 SANDY SILT AND SILT 31 21 0.01 35 28 2.08 -- 3.03 SANDY SILT AND SILT 31 21 0.05 37 40 2.10 -- 3.75 SANDY SILT AND SILT 37 25 0.03 37 39 2.12 -- 5.10 CLAYEY SILT AND SILTY CLAY 30 20 --- -- --- 2.14 3.23 4.13 SANDY SILT AND SILT 45 30 0.02 37 42 2.16 -- 1.79 SAND 43 29 0.38 40 65 2.18 -- 2.76 SILTY SAND 52 34 0.07 39 62 2.20 -- 2.64 SILTY SAND 54 35 0.08 40 64 2.22 -- 1.61 SAND 44 29 0.62 40 70 2.24 -- 3.22 SANDY SILT AND SILT 42 27 0.05 38 49 2.26 -- 3.84 SANDY SILT AND SILT 44 28 0.03 37 43 2.28 -- 4.72 CLAYEY SILT AND SILTY CLAY 46 29 --- -- --- 2.30 5.77 5.19 CLAYEY SILT AND SILTY CLAY 38 24 --- -- --- 2.32 4.27 2.62 SILTY SAND 44 28 0.07 38 53 2.34 -- 1.53 SAND 45 28 0.74 40 71 2.36 -- 2.31 SILTY SAND 47 29 0.09 39 57 2.38 -- 4.92 CLAYEY SILT AND SILTY CLAY 53 33 --- -- --- 2.41 6.52 2.57 SILTY SAND 37 22 0.07 37 44 2.43 -- 2.51 SILTY SAND 36 22 0.07 37 44 2.45 -- P = O N E E R D R 2 L L 2 N G INTERPRETED CONE PENETRATION TEST DATA DEPTH QC FS FR SOIL BEHAVIOR TYPE SPT D50 PHI DR PO SU FT. TSF. TSF. 3. N N1 MM LEG 0, TSF TSF 39.5 104.7 4.9 4.72 CLAYEY SILT AND SILTY CLAY 50 30 --- -- --- 2.47 6.39 39.3 76.2 I 1 1 1 1 1 11971000-001 Laboratory Testing Procedures and Test Results Atterber Limits: imits: The Atterberg Limits were determined in accordance with ASTM Test Method D423 for engineering classification of the fine-grained materials and presented in the table below: Sample Location Liquid Limit (%) Plastic Limit (%) PlasticUSCS Index (%) Soil Classification B-1 @ 20' .................................................................................................................................................................................................................................. 33 26 7 ML or OL 25 B-2 @ ' 32 28 4 ML or OL B-13 @ 25' .................................................................................................................................................................................................................................. 28 19 9 CL B-16 @ 25' 32 26 6 ML or OL B47 @ 20' .................................................................................................................................................................................................................................. 47 26 21 CL B-24 @ 25' 39 22 17 CL B-28 @ 25' 34 28 6 ML or CL B-43 @ 20' 1 61 31 29 1 CH -MH ' Classification or Grain Size Tests: Typical materials were subjected to mechanical grain -size analysis by sieving from U.S. Standard brass screens (ASTM Test Method D422). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining 1 1 I 1 the classification of the materials. The grain -size distribution curves are presented in the test data and the Unified Soil Classification (USCS) is presented in both the test data and the boring and/or trench logs. Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1 -inch height. The consolidation pressure curves are presented in the test data. Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, a motor - driven, strain -controlled, direct -shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute (depending upon the soil type). The test results are presented in the test data. ' 11971000-001 Laboratory Testing Procedures (Cont'd.) Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion ' Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1 -inch thick by 4 -inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: C 1 1 1 1] 1 1 Sample Location Sample Description Compacted Dry Density (pcf) Expansion Index Expansion Potential B-3 @ 1-5' ............... _............................... Dark brown ML ..................... -............................................. 110.9 ....................................... 51 ........................................ Medium ....................... _........ B-7 @ 20-24' Light brown SP 109.2 7 Very Low B-15 @ 1-5' Dark brown SM with clay 106.9 64 Medium B-23 @ 1-5' Brown SM with clay 105.8 65 Medium B 43 @ 20-25' Olive gray MH 85.3 186 Very High Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D 1557. The results of these tests are presented in the table below: Sample Location —T Sample Description Maximum Dry Density (pct) Optimum Moisture Content (%) B-3 @ 5-6.5' Brown SM -ML 121.0 12.5 B-7 @ 1-5' ................................................ Brown SM .................................................................................. 126.5 ........................................... 10.5 .................................................... B-7 @ 20-24' Light brown/brown SM -CL 125.0 11.0 B-8 @ 1-5' .....-...............---.................................-.............-........................................................................................................................................................... Light brown SW 124.5 11.0 B-15 @ 1-5' Dark brown SM 119.5 13.5 B-23 @ 1-4' brown SM 126.5 10.5 B 43 @ 20-25' Olive gray MH 99.4 24.0 11971000-001 ' Laboratory Testing Procedures (Cont'd.) Minimum Resistivity and off Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: 1 ' "R" -Value: The resistance "R" -value was determined by the California Materials Method No. 301 for subgrade soils. Three samples were prepared and exudation pressure and "R" -value determined on each ' one. The graphically determined "R" -value at exudation pressure of 300 psi is summarized in the table below: [1' 1 Sample Location Sample R -Value B-20 @ 1-5' Sample Location Description pH Minimum Resistivity (ohms -cm) B-36 @ 1-4' Light brown fine SM 8.4 3,050 B-23 @ 1-5' Brown SM with clay 8.9 1,270 ' "R" -Value: The resistance "R" -value was determined by the California Materials Method No. 301 for subgrade soils. Three samples were prepared and exudation pressure and "R" -value determined on each ' one. The graphically determined "R" -value at exudation pressure of 300 psi is summarized in the table below: [1' 1 Sample Location Sample Description R -Value B-20 @ 1-5' Brown fine SM (Qal) 17 B-7 @ 1-5' Brown fine SM (Qp) 50 B-3 @ 1-5' Brown fine SM -ML (Qal) 25 ' Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: ' * Based on the 1991 edition of the Uniform Building Code, Table No. 26-A-3, prepared by the International Conference of Building Officials (ICBG). Sulfate Potential Degree of Sample Location Sample Description Content (%) Sulfate Attack* B-23 @ 1-5' Brown SM with clay <.005 Negligible B-36 @ 1 4 Light brown fine SM <.005 Negligible ' * Based on the 1991 edition of the Uniform Building Code, Table No. 26-A-3, prepared by the International Conference of Building Officials (ICBG). i i 1 1 i 1 1 1 1 1 1 1 1 1 i 1 1 Symbol Boring Number Sample Number Depth (feet) Field Moisture (%) LL pI U.S.C.S. Symbol O B-1 70 20.0 26.6 33 7 ML or OL m B-73 6 25.0 14.1 28 9 CL � B-16 6 25.0 32 6 ML or OL 6 20.0 47 21 CL X B-2 6 25.0 60 32 4 ML or OL 8 B-24 7 25.0 39 17 CL N CH d 50 x w 0 H 0 40— U U U F 30 N CL MH or OH 6 J a 20 IO CL -ML �O ML or OL X 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) Project No. 11971000-002 ATTERBERG LIMITS Project Name TEMECIILA �ASTMD4318 =Ofl Fig �Date Symbol Boring Number Sample Number Depth (feet) Field Moisture (%) LL pI U.S.C.S. Symbol O B-1 7 20.0 26.6 33 7 ML or OL m B-73 6 25.0 14.1 28 9 CL � B-16 6 25.0 32 6 ML or OL 6 20.0 47 21 CL X B-2 6 25.0 26.6 32 4 ML or OL 8 B-24 7 25.0 39 17 CL 1 1 1 1 1 1 1 70 -1 a 56 x O N 46 T r N U F 36 C J a kri 10 0 C LIQUID LIMIT (LL) M Symbol Boring Number Sample Number Depth (feet) Field Moisture (%) LL PI U.S.C.S. Symbol O B-28 7 25.0 34 6 ML or OL CH B-43 5 19.6 61 29 CLAY CL OHH or OH CL -ML O ML or OL LIQUID LIMIT (LL) M Symbol Boring Number Sample Number Depth (feet) Field Moisture (%) LL PI U.S.C.S. Symbol O B-28 7 25.0 34 6 ML or OL m B-43 5 19.6 61 29 CLAY ATTERBERG LIMITS Project No. 11971000-002 n o ASTM D4318 Project Name TEMECIR.A REGIONAL CENTER Date Figure No. lul II 1 1 1 1 1 1 70 Z aU 56 o_ X w 0 H 46 } H U U F 36 U) J a MO IO v •.v .v �v JV W /V W il/ LIQUID LIMIT (LL) Symbol Boring Number Sample Number Depth (feet) Field Moisture (%) LL PI U.S.C.S. Symbol 0 B-1 7 20.0 26.6 33 7 ML or OL CH B-13 6 25.0 14.1 28 9 CL A B-16 6 25.0 32 6 ML or OL * B-17 6 20.0 47 21 CL X B-2 6 CL 26.6 32 MH or OH 0 B-24 7 25.0 39 I7 CL CL-ML�� ML X or OL v •.v .v �v JV W /V W il/ LIQUID LIMIT (LL) Symbol Boring Number Sample Number Depth (feet) Field Moisture (%) LL PI U.S.C.S. Symbol 0 B-1 7 20.0 26.6 33 7 ML or OL M B-13 6 25.0 14.1 28 9 CL A B-16 6 25.0 32 6 ML or OL * B-17 6 20.0 47 21 CL X B-2 6 25.0 26.6 32 4 ML or OL 0 B-24 7 25.0 39 I7 CL ATTERBERGLIMITS Project No. 11971000-0 0 2 ��,r(((��� ASTM D4318 Project Name TEMEC ULA REGIONAL CEOFi f , Date Figure No. II�II 1 1 1 1 70 60 CH 50- 40- 30- 04030 CL H or OH 20 10 CL -ML O ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) Symbol Boring Number Sample Number Depth (feet) Field Moisture (°%) LL pf U.S.C.S. Symbol O B-28 7 25.0 34 6 ML or OL m B-43 5 19.6 61 29 CLAY ATTERBERG LIMITS Project No. 1197700h -O02 n c ASTM D4318 Project Name TFMFCIMA RFGIONA/. CFNTFA I Date Figure No. �I I�� GRAVEL I SAND SILT OR CLAY �OARSEI FINE OARSO MEDIUM FINE SIEVE OPENING I SIEVE NUMBER HYDROMETER 100 1" 34311 A 8 `�!q 16 30 50 100 200 90 111 T lk Tt 80 H 70 W 3 m 60 ------- CD z H N 50--- U) C NN. z 40 U K W ° 30 20 10 0 1) 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Symbol Boring Sample Sample Depth Percent Passing Number Number (Feet) No. 200 Sieve Soil Type 0 B -I 7 20.0 64 ML m B -I 11 40.0 36 SP A B-13 6 25.0 30 SM Project No. 17971000-001 GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name MMECTAARFr70NA/ CFNTFR j?�� I�II�I Date 3114197 Figure No. GRAVEL SAND SILT OR CLAY ORRSE FINE OARS MEDIUM FINE B-2 7 30.0 34 SP IN S bol � Boring BoringNumber Pie Sample Depth Percent Passing Soil .�. YPe Number (feet) No. 200 Sieve O B-17 7 25.0 20 SM M B-2 6 25.0 51 ML A Project No. 11971000-007 GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name TEMECTIZA RM 10 I Date 3114197 Figure N=fl GRAVEL SAND SILT OR CLAY ORRSE FINE OARS MEDIUM FINE B-2 7 30.0 34 SP GRAVEL SAND SILT OR CLAY ORRSE FINE ORRS MEDIUM FINE No. 200 Sieve O B-39 8 30.0 30 SC SIEVE OPENING SIEVE NUMBER HYDROMETER 100 11. i8" 4 B 16 30 50 100 200 90 80 = H 70 w W 3 m 60 W z N U) 50 N CL z 40 w U Ir W 0 30 20 10 0 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Symbol Boring Sample Sample Depth Percent Passing Soil Type Project No. 17971000.001 GRAIN SIZE DISTRIBUTION CURVE �� ASTM D422 Project Name TRMFCi2A RPGlONA7, CFNTER I?�,� U Date 3114197 Figure No. GRAVEL SAND SILT OR CLAY ORRSE FINE ORRS MEDIUM FINE No. 200 Sieve O Number Number (feet) No. 200 Sieve O B-39 8 30.0 30 SC GRAVEL SAND OARSE FINE OARS MEDIUM FINE SILT OR CLAY SIEVE OPENING 74 SM -SW SIEVE NUMBER HYDROMETER 100 1" 3/8" 4 16 30 50 100 200 90 80 N 70 w 3 m Z z H � 50 a a z 40 w U 0' W L 30 20 10 0 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Symbol Boring Sample Sample Depth Percent Passing Soil T Type Number Number (feet) No. 200 Sieve O B-43 3 18.0 19 SM -SW M B-43 5 1 Project No. 1197100&0D2 GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name 7FMFCV7 A REC.70NAL CENTFR I}�� I�lul JI Date Figure No. OARSE FINE OARS MEDIUM FINE 9.6 74 SM -SW 1 1 1 1 1 1 1 1 SUMMARY OF HYDROCONSOLIDATION TESTING COLLAPSE TESTS Boring @ Depth (ft.) Collapse (Percent) B-1 @ 10 0.4 B-3 @ 20 0.2 B-3 @ 30 0.1 B-16 @ 10 0.5 B-19 @ 5 0.1 B-21 @ 15 0.0 B-23 @ 15 0.3 B-24 @ 20 0.1 B-25 @ 5 0.4 B-28 @ 30 0.1 B-30 @ 5 0.3 B-31 @ 10 0.5 B-32 @ 15 0.1 B-33 @ 10 0.3 B-34 @ 5 0.4 B-39 @ 10 0.2 B-40 @ 10 0.3 Average -- 0.25 percent CONSOLIDATION TESTS B-1 @ 1 2.2 B-13 @ 15 0.0 B-15 @ 5 -0.2 B-17 @ 5 1.3 B-22 @ 1 1.1 B-28 @ 10 -0.1 B-34 @ 15 -0.1 B-36 @ 5 -0.2 Average -- 0.55 percent SUMMARY* Upper 5' -- 7 tests — average — 0.8 percent Below 5' -- 14 tests — average — 0.2 percent *ignore expansion (-) results, consolidation tests were generally located to examine compression of fine grained soils rather than hydroconsolidation. 1 1 i 1 i 1 1 1 1 1 1 1 1 1 1 1 i 1 1 N N W C Y U_ L h - W a E N N 4- 0 t C U U N IL I z 0 H 1 0 H 0 O N Z U 1 i I 10 7i ]i VERTICAL STRESS (ksf) LEGEND: o At Field Moisture • After Addition of Water Boring No. R-6 Dry Density (psf) 104.7 Sample No. 7 Moisture Content (%): Depth (ft) 7-0 Before 4- 6 Soil Type SM After 15.3 Sample Description Undisturbed Project No. 71971CAX)-(1t77 CONSOLIDATION CURVE ASTM D2435 Project Name 7FMFCTIZ,A RMIONAT C EMER Date 314197 Figure No. T11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N N alC C Y U L F d a E 10 N 0 O t C d U L W IL z 0 N cc 1 0 N J N 0 L) 1 i i 11 4z IC •1M 3: VERTICAL STRESS (ksf) LEGEND: O At Field Moisture • After Addition of Water Boring No. R-13 Dry Density (psf) 116.5 Sample No. 4 Moisture Content (%): Depth (ft) 15.0 Before 11.0 Soil Type SM After 13.0 Sample Description Undisturbed Project No. 11971000.001 CONSOLIDATION CURVE ASTM D2435 Project Name TEMECULA REGIONAL. CENTER � Date 3/14197 Figure No. N N N C Y 0 .0 r a a E 10 N 0 O C C d L L d a z 0 H r O H 0 O z Z O U VERTICAL STRESS (ksf) LEGEND: O At Field Moisture • After Addition of Water Boring No. R-14 Dry Density (psf) 97-3 Sample No. 3 Moisture Content (%): Depth (ft) Jo -o Before /2-4 Soil Type SM After 23 3 Sample Description l/ndicturbed Project No. 11971000-nnl CONSOLIDATION CURVE ASTM D2435 Project Name TEMECULA REGIONAL. CENTER Date 3114197 Figure No. N N a C Y u a a E A N O C a u L a z H 1 O N J O z 2 U 1 1 I ;IN -1i 51�w ;IN VERTICAL STRESS (ksf) LEGEND: o At Field Moisture • After Addition of Water Boring No. R-15 Dry Density (psf) 10R. 9 Sample No. 1 Moisture Content (%): Depth (ft) 5.0 Before 13-R Soil Type M1, After 19.7 Sample Description 17ndiyurbed Project No. 11971000-001 CONSOLIDATION CURVE I ASTM D2435 Project Name TFMFCiO.A RFG10NA7. CFNTFR�JDate 3114197 Figure No. 1 1 1 t 1 1 1 -�Z 7i 3: VERTICAL STRESS (ksf) LEGEND: O At Field Moisture O After Addition of Water Boring No. R-77 Dry Density (psf) 7n3- 7 Sample No. 3 Moisture Content (%): Depth (ft) 5-n Before 8-5 Soil Type SM After 18-4 Sample Description Tlndivturhed Project No. 71977000-007 CONSOLIDATION CURVE ASTM D2435 Project Name 7FM C 1 A REGIONAL ('ENTER ° Date 3114197 Figure No. 1 1 1 1 i 1 1 N N a C Y U .0 r a E E A N 0 O t C a u L a a 0 N r 0 N O N 2 O U Pin LIZ IMMS VERTICAL STRESS (ksf) LEGEND: O At Field Moisture O After Addition of Water Boring No. R-22 Dry Density (psf) 770.0 Sample No. 7 Moisture Content M: Depth (ft) 7.0 Before 8-2 Soil Type SM After 77.7 Sample Description Undivni Fd Project No. 11977000-007 CONSOLIDATION CURVE ASTM D2435 Project Name TEWCU1 A RF070NA1, CENTER II Iul II Date 3114197 Figure No. 1 1 1 1 N N W C U U t r v E E A N 0 O C U U C d IL z 0 N r O M 0 O N z O U VERTICAL STRESS (ksf) LEGEND: O At Field Moisture • After Addition of Water Boring No. B -ZR Dry Density (psf) 7095 Sample No. 4 Moisture Content (%): Depth (ft) 10. o Before 17,R Soil Type SM After 17 6 Sample Description Undi turhed Project No. 17971000-007 CONSOLIDATION CURVE ASTM D2435 Project Name TFAM'111 A RECIONA1 CE=R° Date 3/14197 Figure No. YI ©: o- o - VERTICAL STRESS (ksf) LEGEND: O At Field Moisture • After Addition of Water Boring No. R-34 Dry Density (psf) 98.6 Sample No. 4 Moisture Content (%): Depth (ft) I5-0 Before 25-6 Soil Type MI, After 24-0 Sample Description Undivurbed Project No. 17971000-001 CONSOLIDATION CURVE ASTM D2435 Project Name TFMF In a REGIONALl FNTFR ° Date 3114197 Figure No. N N N C U U L H d a E N N 0 O t C d O L d a z 0 H 1 O N J 0 N Z Lam) 1 y2 JO 4i VERTICAL STRESS (ksf) LEGEND: O At Field Moisture • After Addition of Water Boring No. R-36 Dry Density (psf) 1099 Sample No. 3 Moisture Content (%): Depth (ft) 5-0 Before 163 Soil Type SM After 19.3 Sample Description Undicmrhod Project No. 11971000-001 CONSOLIDATION CURVE ASTM D2435 Project Name 7FMEC7D.A RFCUONAI. CENTER Date 3/74/97 Figure No. NORMAL STRESS (psf) Boring No. R-1 After Test: Sample No. 5 Dry Density (psf) 986 Depth (ft) 10-0 Moisture Content (°k): 20-9 Soil Type SP Type of Sample undisturbed Friction Angle (deg.) 42.8 Cohesion (psf) 178.8 Project No. 17971000-001 DIRECT SHEAR IM ASTM D3080 Project Name TEMFCULA REG10A , CENTERDate 3114197 Figure No. 2600 1566 /0 1666 500- 0 6 she lase lsee e66e 26 NORMAL STRESS (psf) Boring No. R-1 After Test: Sample No. 5 Dry Density (psf) 986 Depth (ft) 10-0 Moisture Content (°k): 20-9 Soil Type SP Type of Sample undisturbed Friction Angle (deg.) 42.8 Cohesion (psf) 178.8 Project No. 17971000-001 DIRECT SHEAR IM ASTM D3080 Project Name TEMFCULA REG10A , CENTERDate 3114197 Figure No. 1 1 1 1 =Onn ?000 1500 1000 500 0 0 500 1000 1500 2000 251 NORMAL STRESS (psf) Boring No. R-2 After Test: Sample No. 2 Dry Density (psf) 1025 Depth (ft) 5-0 Moisture Content (°%): 26.8 Soil Type SM Type of Sample Undisturbed Friction Angle (deg.) 40.4 Cohesion (psf) 126- 7 I0 Project No. 11971000-001 DIRECT SHEAR IM ASTM D3080 Project Name TFMFCi11.A RFGIOW. CENTRRDate 3114197 Figure No. 1 1 1 1 1 1 1 1 N a CD w w c w M w x N =ann 2000 1500 O 1000 O 500 O 0 0 500 1000 1500 2000 25 NORMAL STRESS (psf) Boring No. X? After Test: Sample No. 2 Dry Density (psf) 972 Depth (ft) /-5' Moisture Content Soil Type ¢M -MT. Type of Sample Remolded @ 90% Friction Angle (deg.) 28.4 Cohesion (psf) 236-4 I Project No. 77977000-007 DIRECT SHEAR TIM ASTM D3080 Project Name TFMF TAA REGIONA7 =RDate 3114197 FigureNo. 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1n 2000 1500 Q 1000 500 0 ra caa r rasa t cram �araa �c NORMAL STRESS (psf) Boring No. B-3 After Test: Sample No. 4 Dry Density (psf) 104-9 Depth (ft) to -0 Moisture Content (%a): 92.4 Soil Type — Type of Sample Undisturbed Friction Angle (deg.) 4-0 Cohesion (psf) 1059-0 Project No. 17971000-007 DIRECT SHEAR ° ASTM D3O8O II Project Name TFMECTILA RPCIONAL CENTER Date 3/142 t Figure No. I I ,I Il lul Iilu-ul N a rn (n w w Enr w w x (n _;)Vjn X000 1500 zi 1000 00 5-- 0 % a caa lana tcaa �aaa �c NORMAL STRESS (psf) Boring No. R-? After Test: Sample No. 6 Dry Density (psf) 103-s Depth (ft) 20-0 Moisture Content (%): 19.2 Soil Type --- Type of Sample Undisturbed Friction Angle (deg.) 41-5 Cohesion (psf) 163 S Project No. 119710(X)-(01 DIRECT SHEAR R ASTMD3080 Project Name TFMF ill A RF( IONA7 C FN7FR Date 3 !4197 Figure Nol _inn 2000 0 0 1500 0 1000 500 06L 500 1000 1500 2000 2' NORMAL STRESS (psf) Boring No. B-3 After Test: Sample No. 10 Dry Density (psf) 713.3 Depth (ft) 47-5 Moisture Content (°k): 43-4 Soil Type — Type of Sample Undisturbed Friction Angle (deg.) 10.3 Cohesion (psf) /344.9 Project No. 17971000-001 DIRECT SHEAR ASTM D3O8O Project Name 7FMFCI2A RFr7ONAL CENTER Date 311419 Figure No. IE U1 N a Cn w U) N w N n 2000 1500 1000 506 0 0 500 1000 1500 2060 25 NORMAL STRESS (psf) Boring No. R-7 After Test: Sample No. 1 Dry Density (psf) 103.5 Depth (ft) 1-0 Moisture Content M: 20-0 Soil Type SM Type of Sample Remolded 0 90% Friction Angle (deg.) 32-h Cohesion (psf) 119-3 Project No. r1971ooaool DIRECT SHEAR ASTM D3080 Project Name TEMECT17 A REGIONAL CENTER I I� Date 8114197 Figure No. ul II 1 1 1 1 CDvv 2000 1500 1000 Q 500 0 a can inns Tann Baan NORMAL STRESS (psf) Boring No. B-7 After Test: Sample No. 4 Dry Density (psf) 111- 2 Depth (ft) 20.0 Moisture Content (°k): 19-6 Soil Type SM -SP Type of Sample RemoLlyd ® 90% Friction Angle (deg.) 40- 1 Cohesion (psf) 0-0 Project No. 11971000.001 DIRECT SHEAR T11 ASTM D3080 Protect Name TEME 1 A.A RREGIONAL ('FNTPR Date 3114197 Figure No. — =inn 2000 1500 zo 1000 500 0 0 500 1000 1500 2000 25 NORMAL STRESS (psf) Boring No. R-7 After Test: Sample No. 4 Dry Density (psf) 1773 Depth (ft) 20.5 Moisture Content (°%): 17 7 Soil Type .4M -SE Type of Sample Remolded 0 95% Friction Angle (deg.) 38.3 Cohesion (psf) 238.4 Project No. 11971000-001 DIRECT SHEAR ASTM D3080 Project Name TEMECU A REGIONAL CENTER Date 3114197 Figure No. lu U1 N a N N W C H N n: W 2 N _ane 2000 1500 O 1000 500 0 500 1000 1500 2600 25 NORMAL STRESS (psf) Boring No. R-8 After Test: Sample No. 7 Dry Density (psf) 170-7 Depth (ft) 1-5' Moisture Content (%): 19-3 Soil Type SM -SP Type of Sample Remolded m 90% Friction Angle (deg.) 36.6 Cohesion (psf) 1865 Project No. 11977000-001 DIRECT SHEAR ASTM D3080 TU Project Name TFMFC111 A RFG10NA7 CENTER Date 3114197 Figure No. 1 1 1 1 1 1 N a y in w o: It w x CJGG 2000 1500 1000 ZA 500 0 0 500 1000 1500 2000 251 NORMAL STRESS (psf) Boring No. R-8 After Test: Sample No. 2 Dry Density (psf) 716-9 Depth (ft) 1-5' Moisture Content (°k): 76.3 Soil Type sM-sc Type of Sample Remolded @ 95'% Friction Angle (deg.) 43-9 Cohesion (psf) 223.6 1i Project No. 77977000-001 DIRECT SHEAR ASTM D3080 Protect Name TFMFC'111 A RFGIONAI FN7R'R � Date 1114197 Figure No. 1 1 1 1 a C 2 N NORMAL STRESS (psf) Boring No. R-15 After Test: Sample No. z Dry Density (psf) 706-3 Depth (ft) 1-5' Moisture Content Soil Type SM -SC Type of Sample Remolded 0 90% Friction Angle (deg.) 31-2 Cohesion (psf) 141-5 1] Project No. 11971000-007 DIRECT SHEAR ASTM D3O80 Project Name TER FC4? A RF .1ONAI CFN7ER° 0 Date 3114197 Figure No. 000 500 000 500 0 500 1000 1500 2000 25 NORMAL STRESS (psf) Boring No. R-15 After Test: Sample No. z Dry Density (psf) 706-3 Depth (ft) 1-5' Moisture Content Soil Type SM -SC Type of Sample Remolded 0 90% Friction Angle (deg.) 31-2 Cohesion (psf) 141-5 1] Project No. 11971000-007 DIRECT SHEAR ASTM D3O80 Project Name TER FC4? A RF .1ONAI CFN7ER° 0 Date 3114197 Figure No. 1 1 1 1 1 2500 2000 1500 1000 500 0 500 1000 1560-2060-25 NORMAL STRESS (psf) Boring No. R-23 After Test: Sample No. 2 Dry Density (psf) 112-5 Depth (ft) 1-0 Moisture Content M: 79-6 Soil Type SM Type of Sample Remolded 0 919% Friction Angle (deg.) 32-1 Cohesion (psf) 260.7 )0 Project No. 11971000.001 DIRECT SHEAR ASTM D3080 Project Name 7FMFrrl7.A REGIONAL CENTER T11 Date 3114197 Figs No. 1 1 1 1 1 _,CIG 2000 1500 1000 500 0 0 500 1000 1500 2000 251 NORMAL STRESS (psf) Boring No. R-21 After Test: Sample No. 2 Dry Density (psi) 118.8 Depth (ft) 1-5' Moisture Content (%): 17.7 Soil Type .SM Type of Sample Remolded m 95% Friction Angle (deg.) 30.6 Cohesion (psf) 697.1 .19 Project No. 11971000-001 DIRECT SHEAR ASTM D3080 Project Name TFMF . I/ A REGIONAL C EMER I ! I Date 3114197 Figure No. Tlu�ul C,GG 2000 1500 1000 500 0 a caa � aaa i caa �araa �ci NORMAL STRESS (psf) Boring No. R-43 After Test: Sample No. 5 Dry Density (psf) 88-0 Depth (ft) 19-6 Moisture Content (%): 47-3 Soil Type CIA Y Type of Sample RFM07.7)Fn Friction Angle (deg.) Zh- 7 Cohesion (psf) 188.5 Project No. 77977nnriL o2 DIRECT SHEAR ASTM D3080 Project Name TFMF n A RFGIONAI CFNTFR Date Figure No. I�] N a U) (/1 W C H N o: W S N :ann ?000 1500 1000 500 0 500 1000 1500 2000 25 NORMAL STRESS (psf) Boring No. R-43 After Test: Sample No. 5 Dry Density (psf) 88-0 Depth (ft) /9-6 Moisture Content M: 41-3 Soil Type ClAY Type of Sample RFM01 DF0 Friction Angle (deg.) 26- 7 Cohesion (psf) 188 5 Project No. 11971000-002 DIRECT SHEAR ASTM D3080 Project Name TFMF(711 A RFG10NA/ CE=R Date Figure No. 101 IDATE: Thursday, February 27, 1997 ************max*********************** * * * E Q F A U L T * * ' * Ver. 2.20 * * * * SEARCH PERFORMED FOR: scb JOB NUMBER: 97-1000-001 ' JOB NAME: tem. regional center SITE COORDINATES: LATITUDE: 33.5228 N LONGITUDE: 117.1572 W ' SEARCH RADIUS: 100 mi ATTENUATION RELATION: 1) Campbell & Bozorgnia (1994) Horiz. - Alluvium ' UNCERTAINTY (M=Mean. S=Mean+1-Sigma): M ' SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CALIFLT.DAT SOURCE OF DEPTH VALUES (A=Attenuation File. F=Fault Data File): A 1 11 (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: scb JOB NUMBER: 97-1000-001 ' JOB NAME: tem. regional center SITE COORDINATES: LATITUDE: 33.5228 N LONGITUDE: 117.1572 W ' SEARCH RADIUS: 100 mi ATTENUATION RELATION: 1) Campbell & Bozorgnia (1994) Horiz. - Alluvium ' UNCERTAINTY (M=Mean. S=Mean+1-Sigma): M ' SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CALIFLT.DAT SOURCE OF DEPTH VALUES (A=Attenuation File. F=Fault Data File): A 1 11 1 0 50 100 SCALE (Miles) SAN FRANCISCO l s L G LES SITE LOCATION Latitude — 33.5228 N Longitude — 117.1572 W TEMECULA REGIONAL CENTER CALIFORNIA FAULT P I 1 1 1 1 1 1 1 1 1 1 ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ----------------------------------------------------------------------------- 'MAX. CREDIBLE EVENTIIMAX. PROBABLE EVEN', ', APPROX. -------------------11------------------- ABBREVIATED (DISTANCE I MAX.1 PEAK I SITE 11 MAX.1 PEAK I SITE FAULT NAME I mi (km) 1CRED.1 SITE 11NTENS II PROB.I SITE ;INTENS MAG.IACC. g1 MM 11 MAG.IACC. g1 MM I --------------------------I---------',- IANACAPA 1 97 (157); - ',------1------" 7.001 0.018; IV 11 -- 5.701 -I------1------ 0.0061 II --------------------------;---------1-- 'BLUE CUT 158 ( 94)1 -1------I------11-----;------1------ 7.001 0.0401 V 11 6.001 0.0161 IV -------------------------- I IBORREGO MTN. (San Jacinto); --------- 60 ; ( 97)I -- -1------;------;;- 6.501 0.0241 V It ---;- 6.201 0.0181 - ',--- -- IV ---- ---------------------I---- ;CALICO - NEWBERRY 1 79 ----;- (128)1 - ;-- 7.201 0.0321 1 ------ V ;; -- 5.701 1------ 0.0081 ------ III --------------------------; ;CAMP ROCK-EMER.-COPPER MTN', --------- 71 I (114)1 - ---; 7.00; --- 0.0311 -1 -- V 11 - ---', 5.801 ------ 0.010' I ------ III II-------------------------', LOMA-CLARK (S.Jacin.)', -------1-----1-- 21 ( 33)1 7.001 0.1421 --',------" VIII 11 7.001 1-- 0.1421 --! ------ VIII 1------------------------- 1---- ICATALINA ESCARPMENT 1 ------------------------- ; 53 - --; ( 85)', -- --; -- ; 7.001 -- I - 0.045' - ; -- !------11-----; -----" VI 11 -- 6.101 ', ------ 0.0201 ------ I ------ I - IV - 1CHINO 1 --------------------------1---------; 29 ( 47)17.001 0.0981 VII 11 5.401 0.0281 V ',CLAMSHELL-SAWPIT 1 63 (102) 1 - 6.601;------I------;1-----1------1------ 0.0241 V 11 4.901 0.0061 II ',--------------------------' 1CORONADO BANK-AGUA BLANCA --------------------------1---------1 45 ( 73)1 7.501 0.0841 -- ; ----- 11-----1---- VII 11 6.701 0.0421 I --- -- VI ICOYOTE CREEK (San Jacinto)', 37 ( 59)1 -- 1------ 7.001 0.0721 I ------11-----1------; VI 11 6.101 0.0331 ------ V I --------------------------1---------1----- ICUCAMONGA 1 49 ( 78)1 I 6.901 ------ 0.0451 I ------ 11 VI 11 ----- 6.101 1 ------ 0.0241 1------ IV 1--------------------------', IELSINORE I --------------------------', ---------1 1 ( 2)1 - -1------1------11-----; 7.501 0.5111 X 11 6.601 ------1------ 0.4671 X IELYSIAN PARK SEISMIC ZONE 1 ---------; 66 (106)1 - ; 7.101 ------1------11----- 0..0341 V 11 5.801 I ------; 0.0121 ------ III 1-------------------------- I IGLN.HELEN-LYTLE CR-CLREMNTI ---------1 23 ( 37)1 1------1------', 7.001 0.1281 VIII 11 ; ---- 6.701 ; ------ 0.1001 I ------ VII I-------------------------- ; IHARPER ', ---------1-----' 95 (152)17.00; ------', 0.0211 ------1 IV 11 I ----- 5.701 ', ------ 1------ 0.0061 II -----------------------I---------; IHELENDALE 1 56 ( 91)1 I 7.301 ------I------11---- 0.0541 VI 11 5.501 1--- 0.0111 --1-- - III I--------------------------1--------- 'HOMESTEAD VALLEY 168 I----- (110)1 I------ 7.501 0.0501 I ------ ', VI 11 I----- 4.801 I------ 0.0041 I ------ I I-------------------------- I--------- IHOT S -BUCK RDG.(S.Jacinto)1 --------------------------; 24 I----- ( 38)1 I------ 7.001 0.1231 I-- --- 11----- VII 11 6.101 I------ 0.0581 I------ VI 'JOHNSON VALLEY 161 1-------------------------- ---------; --------- ( 98)1 -- 1------1------1; 7.501 - 0.058', ------11- VI 11 ----; 5.201 ---; ------ 0.0071 ------1------ ', ------ II I 'LA NACION 147 I ( 75)I 1------ 6.501 0.0351 I V 11 4.201 0.0051 II LENWOOD-OLD WOMAN SPRINGS ; 64 (102); 7.30; 0.04611 VI 111 5.50, 0.009, III '--------------------------'---------'-----'------'------ " -----'------'------ LOCKHART 1 93 (150); 7.301 0.0281 V 11 5.701 0.0071 II --------------------------1---------1 -- I ------1 -----11-----1------ ! ------ ,LUDLOW 1 97 (156)', 7.001 0.0201 IV 11 5.701 0.0061 II !MALIBU COAST 1 88 (142)' 6.901 0.0191 IV 11 5.601 0.0071 II 1-------------------------- 1---------�---;---- ; --- -;I-- - I--- - ; -- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 ----------------------------------------------------------------------------- 54 ( 87)1 7.501 0.068, VI 11 6.201 0.0211 1 1--------------------------! 1SAN GABRIEL IMAX. CREDIBLE EVENT11MAX. 7.401 PROBABLE EVENT 1 ------ APPROX. l-------------------11------------------- ----- 5.601 1 ------ 0.0091 1------ III 1--------------------------;---------1---- !SAN GORGONIO - BANNING 1 33 ( 53)1 1------1------11 7.501 ABBREVIATED 1DISTANCE 1 MAX.; PEAK 1 SITE 11 MAX.; PEAK 1 SITE FAULT NAME 1 mi (km) I,CRED.1 SITE 11NTENSIIPROB.1 - -1------;------11-- SITE ;INTENS V 11 5.001 MAG.{ACC. g1 MM 11 MAG.IACC. g1 MM 1--------------------------1- 1MANNIX -- 1 99 -- 1 (160);6.60; - -1 ---- 1------,1-----1- 0.0141 III 11 5.90; 5.801 0.007; -1-- -- II 1------------------------- 1NEWPORT INGLEWOOD (NORTH) 1 ; 62 --- 1 ( 99)1 - 6.70; - 1------1------11-----1------1------ 0.028; V ;' 4.20; VI 11 0.0031 - ; I 1NEWPORT-INGLEWOOD-OFFSHORE; 29 1------------------------- ( 47)1 7.101, 0.1021 VII 11 5.901 1------1------! 0.0361 V ;NORTH FRONTAL FAULT ZONE 1 - -- 1 52 --1- ( 84)1 7.701 1------1- 0.0831 -1 VII 1!1- 6.001 -1-- 0.019; ---1- ---- IV 1------------------------- 'NORTHRIDGE HILLS 1-- - 1 90 -- 1 (144); 6.50; 0.0141 III 11 5.501 0.0061 - -1 ---- II --------------------------1---------1 ;OAK RIDGE (Eastern Blind) ------------------------- 1 90 (145); 7.00; --1------1----- 0.0301 V 11 5.50; 0.009; III 1PALOS VERDES HILLS ; 1 50 --- ; ( 81)1 7.20; -- 1 --- 1------11 0.0571 VI 11 6.201 - ;------1------ 0.0241 IV -------------------------- ;PINTO MOUNTAIN - MORONGO --------- 1 47 ( 75)1 7.301 - ;------;------;;-----1------1------ 0.0681 VI 11 5.801 0.018; IV 1--------------------------1 1PISGAH - BULLION 1 81 - -1-----1------1 (131)1 7.001 0.0261 -11 V 11 - 6.001 ; -- 0.0101 1 ---- III --------------------------; 1RAYMOND ---------1- 1 66 (106)1 7.501 ; ------ 1 ------ 0.0471 11 VI 11 ----- 4.901 1 ------ 0.0061 1------ II --------------------------1---------1- IROSE CANYON 1 -------------------------- 1 30 --------- ( 49)1 7.001 --;------1------11 0.0901 VII 11 5.901 ------ 0.0351 ------ V 1SAN ANDREAS (Coachella V.)1 1 47 1 ( 76)18.001 ----- 1 ------ 1 ------ 0.1221 11 VII 11 ----- 6.801 1 ------ 0.0441 1------ VI -- - -- - ------------1- 1SAN ANDREAS (Mojave) - 1 56 - ; ( 90)1 ----1 8.001 ---- 1------ 0.0991 VII 11 7.401 - 1------1------ 0.0591 VI I-------,---------,-----1------ I------ j j----- j------ i------ 1SAN ANDREAS (S. Bern.Mtn.)1 40 ( 65)1 8.00, 0.1461 VIII 11 6.701 0.0491 VI 1- - -- 1 ----; --- 1 ---- ;1-----1------1------ -------------------------- 1SAN CLEMENTE - SAN ISIDRO 1 81 (131)1 8.001 0.0621 VI f1 6.501 0.0161 IV ! --------------------------1---------1 ----; ------1----- 11 - - 1 --- 1 ---- 1SAND HILLS 1 85 (136)1 8.001 0.0591 VI 11 6.601 0.0171 IV 1SAN DIEGO TRGH.-BAHIA SOL.! 54 ( 87)1 7.501 0.068, VI 11 6.201 0.0211 IV 1--------------------------! 1SAN GABRIEL - 1 70 -- --1--- (113)1 7.401 ; ------ 0.0441 1 ------ 11 VI 11 ----- 5.601 1 ------ 0.0091 1------ III 1--------------------------;---------1---- !SAN GORGONIO - BANNING 1 33 ( 53)1 1------1------11 7.501 0.1191 VII 11 - 6.601 - ------ 0.0611 ------ VI 1--------------------------;---------1- !SAN JOSE 1 50 ( 81)1 6.701 - -1------;------11-- 0.037! V 11 5.001 ------ 0.008! ------ III !- - - ------ - --1---------l-----1------1------11-----1------;------ 'SANTA MONICA - HOLLYWOOD 1 75 (120)1 7.00! 0.026! V 11 5.801 0.010! III ------------------ ----- !SANTA MONICA MTNS. THRUST 1---------1- 1 76 (122)1 7.201 - ! ------1------11-- 0.0451 VI 11 6.301 - ; ------ 0.0221 -- - IV 1--------------------------1-- 1SANTA SUSANA - 1 92 - --! (149)! - 6.901 1------1------! 0.018! IV 11 1 - 6.30' --1--- 0.0111 --1-- - III 1-------------------------1---------1-----1------1 1SIERRA MADRE-SAN FERNANDO 1 52 ( 84)1 7.301 0.0551 ---- 11 VI 11 ----1,------1------ 6.301 0.0251 V 1SUPERSTITION HLS.(S.Jacin)1 83 (134)1 7.001 0.0251 V 1116.101_0.0111 III 1--------------------------1---------1 1------1------11-1--- I 1 I I 1 1 1 1 1 1 ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- �7 ABBREVIATED FAULT NAME -------------------------- ;SUPERSTITION MTN.(S.Jacin) -------------------------- VERDUGO --------------------------i WHITTIER - NORTH ELSINORE --------------------------i WILSHIRE ARCH !--------------------------! ---------i i APPROX. DISTANCE mi (km) i 79 (127); 70 (113)1 34 ( 55) 73 (117); -------------------- MAX CREDIBLE EVENT; __i MAX.; PEAK ; SITE CRED.; SITE ;INTENS; MAG.;ACC. g; MM 7.00; 0.027; V 11 6.70; 0.023; IV 7.101 0.084; VII 5.70; 0.014; IV11 ----- !------ !------ ! -------------------- `MAX PROBABLE EVENT i------------------- MAX.; PEAK i SITE PROB.; SITE ;INTENS I MAG.;ACC. g; MM 11 6.20; 0.013; III 11 5.20; 0.007; II 6.00; 0.032; V -----;------;------ 5.00; 0.008; III !-----!------!------ -END OF SEARCH- 54 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ELSINORE FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 1.3 MILES AWAY. LARGEST MAXIMUM -CREDIBLE SITE ACCELERATION LARGEST MAXIMUM -PROBABLE SITE ACCELERATION 0.511 g 0.467 g AVERAGE RETURN PERIOD vs. ACCELERATION uuuuImams Main uuINN INN ONION goal gill uINN IBM uumloll III INN umIsis Gas Ito III [Igo umgoals Isis Igo IRS @MEN son all MINES No �11111 000000 I• t see $,I • TEMECULA REGIONAL CENTER CAMPBELL (1993) HORZ. + DISP JOB No.: 97-1000-001 PROBABILITY OF EXCEEDANCE vs. ACCELERATION 100 90 W 80 O Z Q 70 w U60 X --A W 50 O 40 N,J M 30 Q m 20 0_ 10 n 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 ACCELERATION (g) EXPOSURE PERIODS: CAMPBELL (1993) HORZ. + DISP 25 years 75 years 50 years 100 years JOB No.: 97-1000-001 100000008 e 4 �. x U) 1000000 0 g 4 T x C) 100000 5 O g E 4 W x z 10000 5 e 4 x w 0_ 10008 W 6 4 < x LL w 1005 Q e x 105 e 0.0 AVERAGE RETURN PERIOD vs. ACCELERATION 0.1 0.2 0.3 0.4 0.5 0.6 ACCELERATION (g) TEMECULA REGIONAL CENTER CAMPBELL (1993) HORZ. MEAN JOB No.: 97-1000-001 m m m m m m m m m m m m m m i m m m m m m m m m ! m m m m m m= m m m m m PROBABILITY OF EXCEEDANCE vs. ACCELERATION 100 70 W 80 U z Q 70 0 w U 60 X W L, _ 50 O 40 J 07 30 Q m � 20 d 10 EXPOSURE PERIODS: 25 years 75 years 50 years 100 years 0.1 0.2 0.3 0.4 0.5 0.6 ACCELERATION (g) CAMPBELL (1993) HORZ. MEAN JOB No.: 97-1000-001 LIQUEFACTION/POTENTIAL SETTLEMENT CALCULATIONS Bases for Calculations Design Earthquake -Maximum Credible event on Wildomar(Elsinore) Fault -0.59 g., 475 -year recurrence period (l0% probability of exceedance in 50 yrs.) Groundwater level at projected high level, 20 ft. below existing ground level. Soil characteristics based on CPT probe data correlated with Boring field classifications and laboratory test results (sieve analyses, Atterbergs, blow counts, densities). Sandy silts to silty sands considered potentially liquefiable (N1(60)< about 30 per CPT) o Silty clays to clayey silts considered non -liquefiable. Two CPT probes were selected, judged worst case and average potential for liquefaction/settlement, for analysis on each major structure, the Northeast Section and Winchester Strip. One CPT probe analyzed for cinema structure. Mall structure reviewed on basis of probes for major and cinema structures. Analysis of each probe performed using LIQUEFY2 (Blake, 1994) to determine each strata of soil between depths of 20 to 40 feet below anticipated final grades (first floor level in mall and major structures). Potential settlement in each liquefiable strata as determined by LIQUEFY2 was calculated using chart relating volumetric strain, cyclic stress ratio, and N1(60),corrected (Tokimatsu and Seed, 1987). Results of the calculations are shown on LIQUEFACTION/POTENTIAL SETTLEMENT SUMMARY, next sheet. Results of liquefaction analyses follow. I 1 1 1 1 1 1 1 1 D e P t h (ft) TO1 1=11 = M TEMECULA REGIONAL CENTER LIQUEFACTION/POTENTIAL SETTLEMENT SUMMARY Notes: 1. Seismic parameters-0.59g.(10%probability in 50 yrs, on Wildomar (Elsinore) Fault). 2. Settlement occurs in liquefied zones as determined by liquefaction analyses per LIQUEFY2, V 1.20 (Blake, 1994) 3. Settlement quantified using chart relating volumetric strain, cyclic stress ratio and N1(60). CPT -6 CPT -5 CPT -7 CPT -8 CPT -20 CPT -2 CPT -11 CPT -17 CPT -12 CPT -21 CPT -27 CPT -31 20 25 0.6" 2.3" 0.5" 30 — 1.2" 0.4" --- 0.5" .. 0.4" �.. 35 --- 0.6" 40 AL 0.7" 1.0" 0.6" 1.2" 0.0" 0.6" 1.4" 0.6" 1.1" 1.3" 0.6" 2.4" Notes: 1. Seismic parameters-0.59g.(10%probability in 50 yrs, on Wildomar (Elsinore) Fault). 2. Settlement occurs in liquefied zones as determined by liquefaction analyses per LIQUEFY2, V 1.20 (Blake, 1994) 3. Settlement quantified using chart relating volumetric strain, cyclic stress ratio and N1(60). ******************* * * *LIQUEFY 2* * * * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: fRIDAY, fEBRUARY 14, 1997 JOB NAME: Temecula Regional Center (Forest City) LIQUEFACTION CALCULATION NAME: Temecula Mall, Northeast Section SOIL -PROFILE NAME: TEM -C6 GROUND WATER DEPTH: 24.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED.FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I 1 1 1] ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- - ----------- ------------ ed and Others [1985] Method ----------------------------- PAGE SOIL DEPTH STRESS �� STRESS ���� N ���•� r C VVnn. (Nl)60 Lll(u [. STRESS r 11\UVB.. STRESS Liq VL. SAFETY 0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----------------------------------------------------------------------------- 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 11 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 1 7.75 0.446 0.446 25 @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 _ @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 11 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 11 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ '1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 16.25 0.934 0.934 25 @ @ @ @ @ @ @ 16.75 0.963 0.963 25 _ @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 9 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ 19.75 1.136 1.136 25 - @ @ @ @ @ @ @ 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ 20.75 1.193 1.193 25 - @ @ @ @ @ @ @ 21.25 1.222 1.222 25 - @ @ @ @ @ @ @ 21.75 1.251 1.251 25 - @ @ @ @ @ @ @ 22.25 1.279 1.279 25 - @ @ @ @ @ @ @ 22.75 1.308 1.308 25 - @ @ @ @ @ @ @ ----------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 CALL. TOTAL EFF. FIELD Est.D @ CORR. LIQUE. @ INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)66 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 23.25 1.337 1.337 25 - @ @ @ @ @ @ @ 2 23.75 1.366 1.366 32 81 @ @ @ @ @ @ @ 2 24.25 1.394 1.387 32 81 0.931 29.8 Infin 0.944 0.364 Infin 3 24.75 1.423 1.400 18 - - - - - - -- 3 25.25 1.452 1.413 18 - - - - - - -- 3 25.75 1.481 1.426 18 - - - - - - -- 3 26.25 1.509 1.439 18 - - - - - - -- 3 26.75 1.538 1.452 18 - - - - - - -- 3 27.25 1.567 1.466 18 - - - - - - -- 4 27.75 1.596 1.479 48 94 0.860 41.3 Infin 0.930 0.385 Infin 4 28.25 1.624 1.492 48 94 0.860 41.3 Infin 0.928 0.387 Infin 4 28.75 1.653 1.505 48 94 0.860 41.3 Infin 0.926 0.390 Infin 4 29.25 1.682 1.518 48 94 0.860 41.3 Infin 0.923 0.392 Infin 4 29.75 1.711 1.531 48 94 0.860 41.3 Infin 0.921 0.395 Infin 4 30.25 1.739 1.544 48 94 0.860 41.3 Infin 0.919 0.397 Infin 4 30.75 1.768 1.558 48 94 0.860 41.3 Infin 0.916 0.399 Infin 4 31.25 1.797 1.571 48 94 0.860 41.3 Infin 0.913 0.401 Infin 4 31.75 1.826 1.584 48 94 0.860 41.3 Infin 0.910 0.402 Infin 4 32.25 1.854 1.597 48 94 0.860 41.3 Infin 0.907 0.404 Infin 4 32.75 1.883 1.610 48 94 0.860 41.3 Infin 0.904 0.406 Infin 4 33.25 1.912 1.623 48 94 0.860 41.3 Infin 0.902 0.407 Infin 5 33.75 1.941 1.636 26 68 0.829 21.6 0.408 0.899 0.409 1.00 5 34.25 1.969 1.650 26 68 0.829 21.6 0.407 0.896 0.410 0.99 5 34.75 1.998 1.663 26 68 0.829 21.6 0.407 0.893 0.412 0.99 5 35.25 2.027 1.676 26 68 0.829 21.6 0.407 0.890 0.413 0.99 5 35.75 2.056 1.689 26 68 0.829 21.6 0.407 0.886 0.413 0.98 5 36.25 2.084 1.702 26 68 0.829 21.6 0.406 0.882 0.414 0.98 5 36.75 2.113 1.715 26 68 0.829 21.6 0.406 0.878 0.415 0.98 5 37.25 2.142 1.729 26 68 0.829 21.6 0.406 0.874 0.415 0.98 6 37.75 2.171 1.742 13 - - - - - - -- 6 38.25 2.199 1.755 13 - - - - - - -- 6 38.75 2.228 1.768 13 - - - - - - -- 6 39.25 2.257 1.781 13 - - - - - - -- 7 39.75 2.286 1.794 45 86 0.790 35.6 Infin 0.855 0.417 Infin 7 40.25 2.314 1.807 45 86 0.790 35.6 Infin 0.850 0.418 Infin 7 40.75 2.343 1.821 45 86 0.790 35.6 Infin 0.845 0.417 Infin 7 41.25 2.372 1.834 45 86 0.790 35.6 Infin 0.840 0.417 Infin 1 1 1 1 7 41.75 2.401 1.847 45 86 0.790 35.6 Infin 0.836 0.417 Infin 42.25 2.429 1.860 45 86 0.790 35.6 Infin 0.831 0.416 Infin '7 7 42.75 2.458 1.873 45 86 0.790 35.6 Infin 0.826 0.416 Infin 7 43.25 2.487 1.886 45 86 0.790 35.6 Infin 0.821 0.415 Infin 7 43.75 2.516 1.899 45 86 0.790 35.6 Infin 0.816 0.415 Infin 7 44.25 2.544 1.913 45 86 0.790 35.6 Infin 0.811 0.414 Infin 1 1 1 1 ******************* * *LIQUEFY 2* * * * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: DATE: Saturday, February 15, 1997 JOB NAME: LIQUEFACTION CALCULATION NAME: Temecula Mall, Northeast Section SOIL -PROFILE NAME: TEM -05 GROUND WATER DEPTH: 24.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I 1 ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- ed and Others [1985] Method --------------------------- PAGE v I""'rl UVL.IL DEPTH STRESS STRESS N C (N1)60 STRESS r STRESS SAFETY N0. (ft) (tsf) (tsf) (B/ft) M N (B/ft) RATIO d RATIO FACTOR +------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ '1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 _ @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ ,1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ l 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ ,1 8.25 0.474 0.474 25 @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ '1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ ,1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 11 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ 11 1 18.251 1.0491 1.0491 25 1 - I @ I @ I @ I @ I @ I @ @ 1 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ 1 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ 1 19.75 1.136 1.136 25 - @ @ @ @ @ @ @ 1 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ 1 20.75 1.193 1.193 25 - @ @ @ @ @ @ @ 1 21.25 1.222 1.222 25 - @ @ @ @ @ @ @ 1 21.75 1.251 1.251 25 - @ @ @ @ @ @ @ 1 22.25 1.279 1.279 25 - @ @ @ @ @ @ @ 1 22.75 1.308 1.308 25 - @ @ @ @ @ @ @ ----------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 CALC. TOTALI EFF. FIELD Est.D @ CORR. LIQUE. @ @ LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r JINDUC. STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 23.25 1.337 1.337 25 - @ @ @ @ @ @ @ 1 23.75 1.366 1.366 25 - @ @ @ @ @ @ @ 1 24.25 1.394 1.387 25 - - - - - - -- 1 24.75 1.423 1.400 25 - - - - - - -- 1 25.25 1.452 1.413 25 - - - - - - -- 2 25.75 1.481 1.426 37 - - - - - - -- 2 26.25 1.509 1.439 37 - - - - - - -- 3 26.75 1.538 1.452 34 78 0.841 28.6 Infin 0.934 0.380 Infin 3 27.25 1.567 1.466 34 78 0.841 28.6 Infin 0.932 0.382 Infin 3 27.75 1.596 1.479 34 78 0.841 28.6 Infin 0.930 0.385 Infin 3 28.25 1.624 1.492 34 78 0.841 28.6 Infin 0.928 0.387 Infin 3 28.75 1.653 1.505 34 78 0.841 28.6 Infin 0.926 0.390 Infin 3 29.25 1.682 1.518 34 78 0.841 28.6 Infin 0.923 0.392 Infin 3 29.75 1.711 1.531 34 78 0.841 28.6 Infin 0.921 0.395 Infin 3 30.25 1.739 1.544 34 78 0.841 28.6 Infin 0.919 0.397 Infin 3 30.75 1.768 1.558 34 78 0.841 28.6 Infin 0.916 0.399 Infin 3 31.25 1.797 1.571 34 78 0.841 28.6 Infin 0.913 0.401 Infin 3 31.75 1.826 1.584 34 78 0.841 28.6 Infin 0.910 0.402 Infin 3 32.25 1.854 1.597 34 78 0.841 28.6 Infin 0.907 0.404 Infin 4 32.75 1.883 1.610 23 63 0.823 18.9 0.334 0.904 0.406 0.82 4 33.25 1.912 1.623 23 63 0.823 18.9 0.334 0.902 0.407 0.82 4 33.75 1.941 1.636 23 63 0.823 18.9 0.334 0.899 0.409 0.82 4 34.25 1.969 1.650 23 63 0.823 18.9 0.334 0.896 0.410 0.81 5 34.75 1.998 1.663 47 89 0.802 37.7 Infin 0.893 0.412 Infin 5 35.25 2.027 1.676 47 89 0.802 37.7 Infin 0.890 0.413 Infin 5 35.75 2.056 1.689 47 89 0.802 37.7 Infin 0.886 0.413 Infin 5 36.25 2.084 1.702 47 89 0.802 37.7 Infin 0.882 0.414 Infin 5 36.75 2.113 1.715 47 89 0.802 37.7 Infin 0.878 0.415 Infin 5 37.25 2.142 1.729 47 89 0.802 37.7 Infin 0.874 0.415 Infin 6 37.75 2.171 1.742 22 60 0.785 17.3 0.289 0.870 0.416 0.69 6 38.25 2.199 1.755 22 60 0.785 17.3 0.288 0.866 0.416 0.69 6 38.75 2.228 1.768 22 60 0.785 17.3 0.288 0.862 0.417 0.69 6 39.25 2.257 1.781 22 60 0.785 17.3 0.288 0.858 0.417 0.69 6 39.75 2.286 1.794 22 60 0.785 17.3 0.288 0.855 0.417 0.69 6 40.25 2.314 1.807 22 60 0.785 17.3 0.288 0.850 0.418 0.69 * * * L I Q U E F Y 2 * Version 1.20 * * EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 1B NAME: Temecula Regional Center Forest City) QUEFACTION CALCULATION NAME: Temecula Mall, JC Penneys IL -PROFILE NAME: TEM -C7 IOUND WATER DEPTH: 25.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 ITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M IBOUND: M 0 CORRECTION: 1.00 ELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS I'TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). [1 [1 I ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- Seed and Others [1985] Method ----------------------------- 1930 l ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 CALC. TOTAL EFF. FIELD Est.D @ CORR. LIQUE. @ INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) I (tsf) (tsf) (B/ft) N N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 1 16.75 0.963 0.963 25 - @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ I DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS 1 18.25 1.049 1.049 25 - (%) @ @ @ @ @ @ @ 18.75 1.078 1.078 25 - +(B/ft)+ @ @ @ @ @ @ @ '1 1 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ @ 1 19.75 1.136 1.136 25 - @ @ @ @ @ @ @ @ 1 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ @ 25 - @ @ @ @ @ @ @ 1 25.25 1.452 1.444 25 1 201.25 1.222 1.222 25 - -- @ @ @ @ @ @ @ 1 21.75 1.251 1.251 25 - '1 @ @ @ @ @ @ @ ' 1 1 22.251 1.2791 1.2791 25 22.75 1.308 1.308 25 I - @ @ @ @ @ @ @ ----------------------------- ed and Others [1985] Method -- ---- --------------------- ]_lelo 3GIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N RATIO+ d RATIO+FACTOR + -25- +------+--@ +(B/ft)+ + 1 23.25+ 1.337+ 1.337+ @ @ @ @ @ @ 1 23.75 1.366 1.366 25 - @ @ @ @ @ @ @ 24.25 1.394 1.394 25 - @ @ @ @ @ @ @ '1 1 24.75 1.423 1.423 25 - @ @ @ @ @ @ @ 1 25.25 1.452 1.444 25 - - - - - - -- 1 25.75 1.481 1.457 25 - - - - - - -- '1 26.25 1.509 1.470 25 - - - - - 1 26.75 1.538 1.484 25 - - - - - _ __ 1 27.25 1.567 1.497 25 - - - - - - -- 27.75 1.596 1.510 20 59 0.804 15.7 0.262 0.930 0.377 0.70 '2 2 28.25 1.624 1.523 20 59 0.804 15.7 0.262 0.928 0.380 0.69 2 28.75 1.653 1.536 20 59 0.804 15.7 0.262 0.926 0.382 0.69 29.25 1.682 1.549 20 59 0.804 15.7 0.262 0.923 0.384 0.68 12 3 29.75 1.711 1.562 17 - - - - - - -- 3 30.25 1.739 1.576 17 - - - - - - -- 3 30.75 1.768 1.589 17 - - - - - - -- ' 3 31.25 1.797 1.602 17 3 31.75 1.826 1.615 17 _ _ _ _ _ _ 3 32.25 1.854 1.628 17 - - - - - - -- 32.75 1.883 1.641 45 86 0.787 35.4 Infin 0.904 0.398 Infin 14 4 33.25 1.912 1.655 45 86 0.787 35.4 Infin 0.902 0.400 Infin 4 33.75 1.941 1.668 45 86 0.787 35.4 Infin 0.899 0.401 Infin 4 34.25 1.969 1.681 45 86 0.787 35.4 Infin 0.896 0.403 Infin 14 34.75 1.998 1.694 45 86 0.787 35.4 Infin 0.893 0.404 Infin 4 35.25 2.027 1.707 45 86 0.787 35.4 Infin 0.890 0.405 Infin 4 35.75 2.056 1.720 45 86 0.787 35.4 Infin 0.886 0.406 Infin 36.25 2.084 1.733 45 86 0.787 35.4 Infin 0.882 0.407 Infin '4 4 36.75 2.113 1.747 45 86 0.787 35.4 Infin 0.878 0.407 Infin 4 37.25 2.142 1.760 45 86 0.787 35.4 Infin 0.874 0.408 Infin 37.75 2.171 1.773 45 86 0.787 35.4 Infin 0.870 0.409 Infin '4 4 38.25 2.199 1.786 45 86 0.787 35.4 Infin 0.866 0.409 Infin 4 38.75 2.228 1.799 45 86 0.787 35.4 Infin 0.862 0.410 Infin 39.25 2.257 1.812 45 86 0.787 35.4 Infin 0.858 0.410 Infin '4 4 39.75 2.286 1.825 45 86 0.787 35.4 Infin 0.855 0.410 Infin 4 40.25 2.314 1.839 45 86 0.787 35.4 Infin 0.850 0.410 Infin 4 40.75 2.343 1.852 45 86 0.787 35.4 Infin 0.845 0.410 Infin ,4 41.25 2.372 1.865 45 86 0.787 35.4 Infin 0.840 0.410 Infin 4 1 41.751 2.401 1.878 45 1 86 10.7871 35.4 11nfin 0.8361 0.410 Infin 4 42.25 2.429 1.891 45 86 0.787 35.4 Infin 0.831 0.409 Infin Ito * * *LIQUEFY 2* ' * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL 1 JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 iB NAME: Temecula Regional Center Forest City) QUEFACTION CALCULATION NAME: Temecula Mall, JC Penneys IL -PROFILE NAME: TEM -C8 OUND WATER DEPTH: 25.0 ft SIGN EARTHQUAKE MAGNITUDE: 7.50 iTE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M ,I BOUND: M 0 CORRECTION: 1.00 ELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 1 1 t�TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I 1 ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- Seed and Others [1985] Method ----------------------------- PAGE 1 ____T------T------t------t------ EFF. FIELD Est.D CORR. LIQUE. SOIL I"LTOTAL. DEPTH STRESS I STRESS N r C (N1)60 STRESS r IINDUC.ILIQUE. STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ____T------T------t------t------ t------t-----+------+------+-----t------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 1 16.75 0.963 0.963 25 - @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ ' DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS 1 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 1 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ ' @ @ @ @ @ @ 1 23.75 1.366 1.366 25 1 19.75 1.136 1.136 25 - @ @ @ @ @ @ @ 1 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ ' 1 21.25 1.222 1.222 25 I M @ @ @ @ I @ I.@ @ 1 21.75 1.251 1.251 25 @ @ @ @ @ @ @ ' 1 22.75 1.308 1.308 25 - @ @ I @ @ @ @ @ 1 ----------------------------- ed and Others [1985] Method --------------------------- PAGE NILI DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY N0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIOI d I RATIO FACTOR +-- -+------+------+------+------+-----+------+------+-----+------+------ 1 23.25 1.337 1.337 25 - @ @ @ @ @ @ @ 1 23.75 1.366 1.366 25 - @ @ @ @ @ @ @ 1 24.25 1.394 1.394 25 - @ @ @ @ @ @ @ 12 24.75 1.423 1.423 28 72 @ @ @ @ @ @ @ 2 25.25 1.452 1.444 28 72 0.855 24.0 Infin 0.941 0.363 Infin 2 25.75 1.481 1.457 28 72 0.855 24.0 Infin 0.939 0.366 Infin 2 26.25 1.509 1.470 28 72 0.855 24.0 Infin 0.937 0.369 Infin 2 26.75 1.538 1.484 28 72 0.855 24.0 Infin 0.934 0.372 Infin 2 27.25 1.567 1.497 28 72 0.855 24.0 Infin 0.932 0.374 Infin 3 27.75 1.596 1.510 17 55 0.792 13.5 0.228 0.930 0.377 0.61 3 28.25 1.624 1.523 17 55 0.792 13.5 0.228 0.928 0.380 0.60 3 28.75 1.653 1.536 17 55 0.792 13.5 0.228 0.926 0.382 0.60 3 29.25 1.682 1.549 17 55 0.792 13.5 0.228 0.923 0.384 0.59 '3 29.75 1.711 1.562 17 55 0.792 13.5 0.227 0.921 0.387 0.59 3 30.25 1.739 1.576 17 55 0.792 13.5 0.227 0.919 0.389 0.58 3 30.75 1.768 1.589 17 55 0.792 13.5 0.227 0.916 0.391 0.58 31.25 1.797 1.602 17 55 0.792 13.5 0.227 0.913 0.393 0.58 '3 3 31.75 1.826 1.615 17 55 0.792 13.5 0.227 0.910 0.395 0.58 3 32.25 1.854 1.628 17 55 0.792 13.5 0.227 0.907 0.396 0.57 4 32.75 1.883 1.641 41 82 0.784 32.2 Infin 0.904 0.398 Infin ' 4 33.25 1.912 1.655 41 82 0.784 32.2 Infin 0.902 0.400 Infin 4 33.75 1.941 1.668 41 82 0.784 32.2 Infin 0.899 0.401 Infin 4 34.25 1.969 1.681 41 82 0.784 32.2 Infin 0.896 0.403 Infin 4 1 34.75 1.998 1.694 41 82 0.784 32.2 Infin 0.893 0.404 Infin 4 35.25 2.027 1.707 41 82 0.784 32.2 Infin 0.890 0.405 Infin 4 35.75 2.056 1.720 41 82 0.784 32.2 Infin 0.886 0.406 Infin 36.25 2.084 1.733 41 82 0.784 32.2 Infin 0.882 0.407 Infin 14 4 36.75 2.113 1.747 41 82 0.784 32.2 Infin 0.878 0.407 Infin 4 37.25 2.142 1.760 41 82 0.784 32.2 Infin 0.874 0.408 Infin 4 37.75 2.171 1.773 41 82 0.784 32.2 Infin 0.870 0.409 Infin 1 4 38.25 2.199 1.786 41 82 0.784 32.2 Infin 0.866 0.409 Infin 4 38.75 2.228 1.799 41 82 0.784 32.2 Infin 0.862 0.410 Infin 4 39.25 2.257 1.812 41 82 0.784 32.2 Infin 0.858 0.410 Infin '4 39.75 2.286 1.825 41 82 0.784 32.2 Infin 0.855 0.410 Infin 4 40.25 2.314 1.839 41 82 0.784 32.2 Infin 0.850 0.410 Infin 4 40.75 2.343 1.852 41 82 0.784 32.2 Infin 0.845 0.410 Infin 4 41.25 2.372 1.865 41 82 0.784 32.2 Infin 0.840 0.410 Infin ----------------------------- Seed and Others [1985] Method PAGE 1 ----------------------------- -*------+------+------+------+------+-----+------+------+-----+------+------ ******************* * * *LIQUEFY 2* * * * Version 1.20 * * EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: fRIDAY, fEBRUARY 14, 1997 JOB NAME: Temecula Regional Center (Forest City) LIQUEFACTION CALCULATION NAME: Temecula Mall, Sears SOIL -PROFILE NAME: TEM -C20 GROUND WATER DEPTH: 23.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). CALC. TOTAL EFF. FIELD Est.D CORR. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 ILIQUE. STRESS r JINDUC. STRESS SAFETY N0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR -*------+------+------+------+------+-----+------+------+-----+------+------ ******************* * * *LIQUEFY 2* * * * Version 1.20 * * EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: fRIDAY, fEBRUARY 14, 1997 JOB NAME: Temecula Regional Center (Forest City) LIQUEFACTION CALCULATION NAME: Temecula Mall, Sears SOIL -PROFILE NAME: TEM -C20 GROUND WATER DEPTH: 23.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I 1 1 ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- I--------------------------- Seed and Others [1985] Method -------------------------- PAGE 1 ----+------+------+------+------+------+-----+------+------+-----+------+------ CALL. TOTAL EFF. FIELD Est.D CORR. LIQUE. @ INDUC. LIQUE. tIL DEPTH STRESS STRESS N r C I (N1)60 STRESS r STRESS I SAFETY 0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ '1 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ '1 3.75 0.216 0.216 25 @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 _ @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 8.75 0.503 0.503 25 @ @ @ @ @ @ @ '1 1 9.25 0.532 0.532 25 _ @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ !1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ '1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 14.25 0.819 0.819 25 - 14.75 0.848 0.848 25 - 15.25 0.877 0.877 25 - 15.75 0.906 0.906 25 - 16.25 0.934 0.934 25 - 16.75 0.963 0.963 25 - 17.25 0.992 0.992 25 - 17.75 1.021 1.021 25 - 18.25 1.049 1.049 25 - 18.75 1.078 1.078 25 - 19.25 1.107 1.107 25 - 19.75 1.136 1.136 25 - 20.25 1.164 1.164 25 - 20.75 1.193 1.193 25 - 21.25 1.222 1.222 25 - 21.75 1.251 1.251 25 - 22.25 1.279 1.279 25 - 22.75 1.308 1.308 25 - ----------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- ----------- CALC. TOTAL EFF. FIELD Est.D CORR. LIQUE. INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (90) I N (B/ft) RATIO d RATIO FACTOR ----------- ------------------------------------------------------------------- 1 23.25 1.337 1.329 25 - - - _ _ _ 1 23.75 1.366 1.342 25 - - - _ _ _ 1 24.25 1.394 1.355 25 - - - _ _ _ 1 24.75 1.423 1.369 25 - - - - - _ 1 25.25 1.452 1.382 25 - - - _ _ _ 1 25.75 1.481 1.395 25 - - - _ _ _ 1 26.25 1.509 1.408 25 - - - _ _ _ 1 26.75 1.538 1.421 25 - - - _ _ _ 1 27.25 1.567 1.434 25 - - - - - _ 2 27.75 1.596 1.447 38 84 0.858 32.6 Infin 0.930 0.393 Infin 2 28.25 1.624 1.461 38 84 0.858 32.6 Infin 0.928 0.396 Infin 3 28.75 1.653 1.474 21 - - - - - _ 3 29.25 1.682 1.487 21 - - - - - _ 3 29.75 1.711 1.500 21 - - - - - _ 3 30.25 1.739 1.513 21 - - - - - _ 3 30.75 1.768 1.526 21 - - - _ _ _ 3 31.25 1.797 1.540 21 - - - - - _ 4 31.75 1.826 1.553 48 91 0.809 38.8 Infin 0.910 0.410 Infin 4 32.25 1.854 1.566 48 91 0.809 38.8 Infin 0.907 0.412 Infin 4 32.75 1.883 1.579 48 91 0.809 38.8 Infin 0.904 0.414 Infin 4 33.25 1.912 1.592 48 91 0.809 38.8 Infin 0.902 0.415 Infin 4 33.75 1.941 1.605 48 91 0.809 38.8 Infin 0.899 0.417 Infin 4 34.25 1.969 1.618 48 91 0.809 38.8 Infin 0.896 0.418 Infin 4 34.75 1.998 1.632 48 91 0.809 38.8 Infin 0.893 0.419 Infin 4 35.25 2.027 1.645 48 91 0.809 38.8 Infin 0.890 0.420 Infin 4 35.75 2.056 1.658 48 91 0.809 38.8 Infin 0.886 0.421 Infin 4 36.25 2.084 1.671 48 91 0.809 38.8 Infin 0.882 0.422 Infin 4 36.75 2.113 1.684 48 91 0.809 38.8 Infin 0.878 0.422 Infin 4 37.25 2.142 1.697 48 91 0.809 38.8 Infin 0.874 0.423 Infin 1 1 1 1 1 1 I 1 1 4 '4 4 4 4 1 1 37.75 2.171 1.710 48 91 0.809 38.8 Infin 0.870 0.423 Infin 38.25 2.199 1.724 48 91 0.809 38.8 Infin 0.866 0.424 Infin 38.75 2.228 1.737 48 91 0.809 38.8 Infin 0.862 0.424 Infin 39.25 2.257 1.750 48 91 0.809 38.8 Infin 0.858 0.425 Infin 39.75 2.286 1.763 48 91 0.809 38.8 Infin 0.855 0.425 Infin 40.25 2.314 1.776 48 91 0.809 38.8 Infin 0.850 0.425 Infin r ******************* * * *LIQUEFY 2* * * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 JOB NAME: Temecula Regional Center Forest City) LIQUEFACTION CALCULATION NAME: Temecula Mall, Sears SOIL -PROFILE NAME: TEM -C2 GROUND WATER DEPTH: 23.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I I I ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ted-and-Others-[1985]-Method ----------------------------tedandOthers[1985]Method ----------------------------- PAGE SOIL DEPTH STRESS STRESS Nr C (N1)60 STRESS r STRESS SAFETY 0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft)l RATIO1 d I RATIO FACTOR ----------------------------------------------------------------------------- 1 '1 1 I 1 ,1 1 1 ,1 1 1 '1 I 1 1 '1 1 1 ,1 1 1 1 ,1 1 1 '1 1 1 �1 I 1 1 '1 1 1 11 0.25 0.014 0.014 25 0.75 0.043 0.043 25 1.25 0.072 0.072 25 1.75 0.101 0.101 25 2.25 0.129 0.129 25 2.75 0.158 0.158 - 25 3.25 0.187 0.187 25 3.75 0.216 0.216 25 4.25 0.244 0.244 25 4.75 0.273 0.273 25 5.25 0.302 0.302 25 5.75 0.331 0.331 25 6.25 0.359 0.359 25 6.75 0.388 0.388 25 7.25 0.417 0.417 25 7.75 0.446 0.446 25 8.25 0.474 0.474 25 8.75 0.503 0.503 25 9.25 0.532 0.532 25 9.75 0.561 0.561 25 10.25 0.589 0.589 25 10.75 0.618 0.618 25 11.25 0.647 0.647 25 11.75 0.676 0.676 25 12.25 0.704 0,704 25 12.75 0.733 0.733 25 13.25 0.762 0.762 25 13.75 0.791 0.791 25 14.25 0.819 0,819 25 14.75 0.848 0.848 25 15.25 0.877 0,877 25 15.75 0.906 0.906 25 16.25 0.934 0.934 25 16.75 0.963 0.963 25 17.25 0.992 0.992 25 17.75 1.021 1.021 25 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ 19.75 1.136 1.136 25 - @ @ @ @ @ @ @ 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ 20.75 1.193 1.193 25 - @ @ @ @ @ @ @ 21.25 1.222 1.222 25 - @ @ @ @ @ @ @ 21.75 1.251 1.251 25 - @ @ @ @ @ @ @ 22.25 1.279 1.279 25 - @ @ @ @ @ @ @ 22.75 1.308 1.308 8 - @ @ @ @ @ @ @ ----------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- -----------+------------------------------------------------------------------- CALC. TOTAL EFf. FIELD CORR. LIQUE. LIQUE. SOIL DEPTH STRESS STRESS N lEst.D r C (N1)60 STRESS IINDUC. r STRESS SAFETY N0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR -----------+------------------------------------------------------------------- 2 23.25 1.337 1.329 8 - - - - - - -- 2 23.75 1.366 1.342 8 - - - - - - -- 2 24.25 1.394 1.355 8 - - - - - - -- 2 24.75 1.423 1.369 8 - - - - - - -- 2 25.25 1.452 1.382 8 - - - - - - -- 3 25.75 1.481 1.395 13 49 0.840 10.9 0.194 0.939 0.382 0.51 3 26.25 1.509 1.408 13 49 0.840 10.9 0.194 0.937 0.385 0.51 3 26.75 1.538 1.421 13 49 0.840 10.9 0.194 0.934 0.388 0.50 3 27.25 1.567 1.434 13 49 0.840 10.9 0.194 0.932 0.391 0.50 4 27.75 1.596 1.447 14 - - - - - - -- 4 28.25 1.624 1.461 14 - - - - - - -- 4 28.75 1.653 1.474 14 - - - - - - -- 4 29.25 1.682 1.487 14 - - - - - - -_ 4 29.75 1.711 1.500 14 - - - - - - -_ 4 30.25 1.739 1.513 14 - - - - - - -_ 4 30.75 1.768 1.526 14 - - - - - _ 4 31.25 1.797 1.540 14 - - - - - - 4 31.75 1.826 1.553 14 - - - - - - 4 32.25 1.854 1.566 14 - - - - - - -- 5 32.75 1.883 1.579 45 87 0.806 36.3 Infin 0.904 0.414 Infin 5 33.25 1.912 1.592 45 87 0.806 36.3 Infin 0.902 0.415 Infin 5 33.75 1.941 1.605 45 87 0.806 36.3 Infin 0.899 0.417 Infin 5 34.25 1.969 1.618 45 87 0.806 36.3 Infin 0.896 0.418 Infin 5 34.75 1.998 1.632 45 87 0.806 36.3 Infin 0.893 0.419 Infin 5 35.25 2.027 1.645 45 87 0.806 36.3 Infin 0.890 0.420 Infin 5 35.75 2.056 1.658 45 87 0.806 36.3 Infin 0.886 0.421 Infin 5 36.25 2.084 1.671 45 87 0.806 36.3 Infin 0.882 0.422 Infin 5 36.75 2.113 1.684 45 87 0.806 36.3 Infin 0.878 0.422 Infin 5 37.25 2.142 1.697 45 87 0.806 36.3 Infin 0.874 0.423 Infin 5 37.75 2.171 1.710 45 87 0.806 36.3 Infin 0.870 0.423 Infin 5 38.25 2.199 1.724 45 87 0.806 36.3 Infin 0.866 0.424 Infin 5 38.75 2.228 1.737 45 87 0.806 36.3 Infin 0.862 0.424 Infin 5 39.25 2.257 1.750 45 87 0.806 36.3 Infin 0.858 0.425 Infin 5 39.75 2.286 1.763 45 87 0.806 36.3 Infin 0.855 0.425 Infin 5 40.25 2.314 1.776 45 87 0.806 36.3 Infin 0.850 0.425 Infin I ******************* * * *LIQUEFY 2* * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 JB NAME: Temecula Regional Center Forest City) QUEFACTION CALCULATION NAME: Temecula Mall, Future Department. Store IL -PROFILE NAME: TEM -C11 IOUND WATER DEPTH: 24.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 tPEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M IBOUND: M 0 CORRECTION: 1.00 ELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS �TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- Seed and Others [1985) Method ----------------------------- PAGE 1 ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 CALC.1 TOTALI EFF. FIELD Est.D @ CORR. LIQUE. @ @ LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS lINDUC. r STRESS SAFETY NO. (ft) I (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 1 16.75 0.963 0.963 25 - @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ I DEPTH STRESS STRESS 1LLV N LJ b.V r C \. V I\I\• (N1)60 L1ljV L. STRESS r 11\UUV STRESS 1 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 1 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ ,2 2 23.25 1.337 1.337 14 52 @ @ @ @ @ @ @ 19.75 1.136 1.136 14 52 @ @ @ @ @ @ @ 2 20.25 1.164 1.164 14 52 @ @ @ @ @ @ @ 1 2 210.25 1.222 1.222 14 52 @ I @ @ @ @ @ @ 2 21.75 1.251 1.251 14 52 @ @ @ @ @ @ @ 1 2 1 22.251 1.2791 1.2791 14 2 22.75 1.308 1.308 14 I 52 @ @ @ @ @ @ @ ----------------------------- ed and Others [1985] Method --------------------------- PAGE IL DEPTH STRESS STRESS 1LLV N LJ b.V r C \. V I\I\• (N1)60 L1ljV L. STRESS r 11\UUV STRESS LlNuu. SAFETY N0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR +------+ -----+------+ -----+------+---- +------+--- -+- --+ - - + - - - 2 23.25 1.337 1.337 14 52 @ @ @ @ @ @ @ 2 23.75 1.366 1.366 14 52 @ @ @ @ @ @ @ 24.25 1.394 1.387 14 52 0.867 12.1 0.211 0.944 0.364 0.58 '2 2 24.75 1.423 1.400 14 52 0.867 12.1 0.211 0.943 0.368 0.57 2 25.25 1.452 1.413 14 52 0.867 12.1 0.211 0.941 0.371 0.57 25.75 1.481 1.426 14 52 0.867 12.1 0.211 0.939 0.374 0.56 12 2 26.25 1.509 1.439 14 52 0.867 12.1 0.211 0.937 0.377 0_56 3 26.75 1.538 1.452 8 3 27.25 1.567 1.466 8 - - - - - - -- 27.75 1.596 1.479 16 54 0.817 13.1 0.216 0.930 0.385 0.56 '4 4 28.25 1.624 1.492 16 54 0.817 13.1 0.216 0.928 0.387 0.56 5 28.75 1.653 1.505 5 - - - - - - -- 5 29.25 1.682 1.518 5 6 29.75 1.711 1.531 22 62 0.835 18.0 0.193 0.921 0.395 0.49 6 30.25 1.739 1.544 22 62 0.835 18.0 0.193 0.919 0.397 0.49 6 30.75 1.768 1.558 22 62 0.835 18.0 0.193 0.916 0.399 0.48 '6 31.25 1.797 1.571 22 62 0.835 18.0 0.192 0.913 0.401 0.48 7 31.75 1.826 1.584 35 78 0.820 28.7 Infin 0.910 0.402 Infin 7 32.25 1.854 1.597 35 78 0.820 28.7 Infin 0.907 0.404 Infin 32.75 1.883 1.610 35 78 0.820 28.7 Infin 0.904 0.406 Infin 17 7 33.25 1.912 1.623 35 78 0.820 28.7 Infin 0.902 0.407 Infin 7 33.75 1.941 1.636 35 78 0.820 28.7 Infin 0.899 0.409 Infin 34.25 1.969 1.650 35 78 0.820 28.7 Infin 0.896 0.410 Infin 17 8 34.75 1.998 1.663 28 35.25 2.027 1.676 28 _ _ _ __ _ 8 8 35.75 2.056 1.689 28 - - - - - - -- 8 36.25 2.084 1.702 28 - - - - - - -- 19 36.75 2.113 1.715 48 89 0.788 37.8 Infin 0.878 0.415 Infin 9 37.25 2.142 1.729 48 89 0.788 37.8 Infin 0.874 0.415 Infin 9 37.75 2.171 1.742 48 89 0.788 37.8 Infin 0.870 0.416 Infin 19 38.25 2.199 1.755 48 89 0.788 37.8 Infin 0.866 0.416 Infin 9 38.75 2.228 1.768 48 89 0.788 37.8 Infin 0.862 0.417 Infin 9 39.25 2.257 1.781 48 89 0.788 37.8 Infin 0.858 0.417 Infin 9 1 39.75 2.286 1.794 48 89 0.788 37.8 Infin 0.855 0.417 Infin 9 40.25 2.314 1.807 48 89 0.788 37.8 Infin 0.850 0.418 Infin 1 ******************* *LIQUEFY 2* # * * Version 1.20 # * #****#************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 JOB NAME: Temecula Regional Center Forest City) LIQUEFACTION CALCULATION NAME: Temecula Mall, Mall Structure SOIL -PROFILE NAME: TEM -C17 GROUND WATER DEPTH: 25.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). 11 1 1 1 ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- 1 - ----------- ------------ ed and Others [1985] Method ----------------------------- PAGE SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS FE r STRESS SATY 0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft)l RATIO1 d I RATIO FACTOR ----------------------------------------------------------------------------- 1 1 0.251 0.0141 0.0141 25 1 - I @ I @ I @ I @ I @ I @ @ 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ I1 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ I1 2.75 0.158 0.158 25 @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 _ @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 11 6.25 0.359 0.359 25 @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 _ @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 7.75 0.446 0.446 25 @ @ @ @ @ @ @ 11 1 8.25 0.474 0.474 25 _ @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 11 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ I1 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 11 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 16.25 0.934 0.934 25 @ @ @ @ @ @ @ 16.75 0.963 0.963 25 @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ t17.75 1.021 1.021 25 - @ @ @ @ @ @ @ 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ 19.75 1.136 1.136 25 - @ @ @ @ @ @ @ 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ 20.75 1.193 1.193 25 - @ @ @ @ @ @ @ 21.25 1.222 1.222 25 - @ @ @ @ @ @ @ 21.75 1.251 1.251 25 - @ @ @ @ @ @ @ 22.25 1.279 1.279 25 - @ @ @ @ @ @ @ 22.75 1.308 1.308 25 - @ @ @ @ @ @ @ ----------------------------- Seed and Others [1985] Method ----------------------------- PAGE ----+------+------+------+------+------+-----+------+------+-----+------+------ 23.25 '(ft) TOTAL EFF. FIELD ESt.D @ CORR. LIQUE. @ INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (qe) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 23.25 1.337 1.337 25 - @ @ @ @ @ @ @ .23.75 1.366 1.366 25 - @ @ @ @ @ @ @ 24.25 1.394 1.394 25 - @ @ @ @ @ @ @ 24.75 1.423 1.423 17 56 @ @ @ @ @ @ @ 25.25 1.452 1.444 17 56 0.828 14.1 0.239 0.941 0.363 0.66 25.75 1.481 1.457 17 56 0.828 14.1 0.238 0.939 0.366 0.65 26.25 1.509 1.470 17 56 0.828 14.1. 0.238 0.937 0.369 0.65 26.75 1.538 1.484 26 68 0.837 21.8 Infin 0.934 0.372 Infin 27.25 1.567 1.497 26 68 0.837 21.8 Infin 0.932 0.374 Infin 27.75 1.596 1.510 26 68 0.837 21.8 Infin 0.930 0.377 Infin 28.25 1.624 1.523 26 68 0.837 21.8 Infin 0.928 0.380 Infin 28.75 1.653 1.536 26 68 0.837 21.8 Infin 0.926 0.382 Infin 29.25 1.682 1.549 26 68 0.837 21.8 Infin 0.923 0.384 Infin 29.75 1.711 1.562 26 68 0.837 21.8 Infin 0.921 0.387 Infin 30.25 1.739 1.576 26 68 0.837 21.8 Infin 0.919 0.389 Infin 30.75 1.768 1.589 26 68 0.837 21.8 Infin 0.916 0.391 Infin 31.25 1.797 1.602 26 68 0.837 21.8 Infin 0.913 0.393 Infin 31.75 1.826 1.615 45 87 0.792 35.6 Infin 0.910 0.395 Infin 32.25 1.854 1.628 45 87 0.792 35.6 Infin 0.907 0.396 Infin 32.75 1.883 1.641 45 87 0.792 35.6 Infin 0.904 0.398 Infin 33.25 1.912 1.655 45 87 0.792 35.6 Infin 0.902 0.400 Infin 33.75 1.941 1.668 45 87 0.792 35.6 Infin 0.899 0.401 Infin 34.25 1.969 1.681 45 87 0.792 35.6 Infin 0.896 0.403 Infin 34.75 1.998 1.694 45 87 0.792 35.6 Infin 0.893 0.404 Infin 35.25 2.027 1.707 45 87 0.792 35.6 Infin 0.890 0.405 Infin 35.75 2.056 1.720 45 87 0.792 35.6 Infin 0.886 0.406 Infin 36.25 2.084 1.733 45 87 0.792 35.6 Infin 0.882 0.407 Infin 36.75 2.113 1.747 45 87 0.792 35.6 Infin 0.878 0.407 Infin 37.25 2.142 1.760 45 87 0.792 35.6 Infin 0.874 0.408 Infin 37.75 2.171 1.773 45 87 0.792 35.6 Infin 0.870 0.409 Infin 38.25 2.199 1.786 45 87 0.792 35.6 Infin 0.866 0.409 Infin 38.75 2.228 1.799 45 87 0.792 35.6 Infin 0.862 0.410 Infin 39.25 2.257 1.812 45 87 0.792 35.6 Infin 0.858 0.410 Infin 39.75 2.286 1.825 45 87 0.792 35.6 Infin 0.855 0.410 Infin 40.25 2.314 1.839 45 87 0.792 35.6 Infin 0.850 0.410 Infin 40.75 2.343 1.852 45 87 0.792 35.6 Infin 0.845 0.410 Infin 41.25 2.372 1.865 45 87 0.792 35.6 Infin 0.840 0.410 Infin * * *LIQUEFY 2* * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL 1 JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 iB NAME: Temecula Regional Center Forest City) QUEFACTION CALCULATION NAME: Temecula Mall, Mall Structure an,! l?ob,osorrs-NJoy IL -PROFILE NAME: TEM -C12 ISUND WATER DEPTH: 25.0 ft IGN EARTHQUAKE MAGNITUDE: 7.50 ITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M iBOUND: M 1 0 CORRECTION: 1.00 ELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS E: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- Seed and Others [1985] Method ----------------------------- PAGE 1 ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 CALC. TOTAL EFF. FIELD Est.D @ CORR. LIQUE. @ INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS I SAFETY N0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ l 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 1 16.75 0.963 0.963 25 - @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ .1 CA'C' TOTAL EFF. FIELD Est.D 18.25 1.049 1.049 25 1 18.75 1.078 1.078 25 1 1 19.25 1.107 1.107 25 1 19.75 1.136 1.136 25 1 20.25 1.164 1.164 25 1 20.75 1.193 1.193 25 1 21.25 1.222 1.222 25 1 21.75 1.251 1.251 25 22.25 1.279 1.279 25 '1 1 22.75 1.308 1.308 25 1 @ @ @ @ @ ----------------------------- ed --------------------------- and Others [1985] Method PAGE 2 I CA'C' TOTAL EFF. FIELD Est.D CORK. LIQUE. INDUC. LIQUE. IL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR +- -+------+------+------+------+-----+------+------+-----+------+------ 1 23.25 1.337 1.337 25 - @ @ @ @ @ @ @ 1 23.75 1.366 1.366 25 - @ @ @ @ @ @ @ 24.25 1.394 1.394 25 - @ @ @ @ @ @ @ 11 2 24.75 1.423 1.423 8 - @ @ @ @ @ @ @ 2 25.25 1.452 1.444 8 - - - - - - -- 2 25.75 1.481 1.457 8 - - - - - - -- 2 26.25 1.509 1.470 8 2 26.75 1.538 1.484 8 - - - - - - -- 2 27.25 1.567 1.497 8 - - - - - - -- 27.75 1.596 1.510 8 '2 2 28.25 1.624 .1.523 8 - - - - - - -- 2 28.75 1.653 1.536 8 - - - - - - -- 2 29.25 1.682 1.549 8 3 1 29.75 1.711 1.562 19 59 0.811 15.4 0.249 0.921 0.387 0.65 3 30.25 1.739 1.576 19 59 0.811 15.4 0.249 0.919 0.389 0.64 4 30.75 1.768 1.589 20 59 0.773 15.5 0.230 0.916 0.391 0.59 31.25 1.797 1.602 20 59 0.773 15.5 0.230 0.913 0.393 0.59 '4 4 31.75 1.826 1.615 20 59 0.773 15.5 0.230 0.910 0.395 0.58 4 32.25 1.854 1.628 20 59 0.773 15.5 0.230 0.907 0.396 0.58 32.75 1.883 1.641 20 59 0.773 15.5 0.230 0.904 0.398 0.58 14 4 33.25 1.912 1.655 20 59 0.773 15.5 0.229 0.902 0.400 0.57 4 33.75 1.941 1.668 20 59 0.773 15.5 0.229 0.899 0.401 0.57 4 34.25 1.969 1.681 20 59 0.773 15.5 0.229 0.896 0.403 0.57 5 1 34.75 1.998 1.694 40 81 0.779 31.2 Infin 0.893 0.404 Infin 5 35.25 2.027 1.707 40 81 0.779 31.2 Infin 0.890 0.405 Infin 5 35.75 2.056 1.720 40 81 0.779 31.2 Infin 0.886 0.406 Infin 36.25 2.084 1.733 40 81 0.779 31.2 Infin 0.882 0.407 Infin 15 5 36.75 2.113 1.747 40 81 0.779 31.2 Infin 0.878 0.407 Infin 5 37.25 2.142 1.760 40 81 0.779 31.2 Infin 0.874 0.408 Infin 5 37.75 2.171 1.773 40 81 0.779 31.2 Infin 0.870 0.409 Infin 5 1 38.25 2.199 1.786 40 81 0.779 31.2 Infin 0.866 0.409 Infin 5 38.75 2.228 1.799 40 81 0.779 31.2 Infin 0.862 0.410 Infin 5 39.25 2.257 1.812 40 81 0.779 31.2 Infin 0.858 0.410 Infin 5 39.75 2.286 1.825 40 81 0.779 31.2 Infin 0.855 0.410 Infin 5 40.25 2.314 1.839 40 81 0.779 31.2 Infin 0.850 0.410 Infin 5 40.75 2.343 1.852 40 81 0.779 31.2 Infin 0.845 0.410 Infin 25 41.25 2.372 1.865 40 81 0.779 31.2 Infin 0.840 0.410 Infin I 5 41.75 2.401 1.878 40 81 0.779 31.2 Infin 0.836 0.410 Infin 5 42.25 2.429 1.891 40 81 0.779 31.2 Infin 0.831 0.409 Infin 5 42.75 2.458 1.904 40 81 0.779 31.2 Infin 0.826 0.409 Infin 5 43.25 2.487 1.918 40 81 0.779 31.2 Infin 0.821 0.408 Infin I * * *LIQUEFY 2* * Version 1.20 * * EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 1B NAME: Temecula Regional Center Forest City) �QUEFACTION CALCULATION NAME: Temecula Mall, Cinema IL -PROFILE NAME: TEM -C21 IOUND WATER DEPTH: 21.5 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 1 TE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M IBOUND: M 0 CORRECTION: 1.00 ELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS �TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). 1.1 ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- Seed and Others (1985] Method ----------------------------- PAGE 1 ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 CALC. TOTAL EFF. FIELD Est.D @ CORR. LIQUE. @ INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) M N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 1 16.75 0.963 0.963 25 - @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ U DEPTH STRESS STRESS Nr C r STRESS SAFETY 1 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ -+------+------+------+------+ 18.75 1.078 1.078 25 @ @ @ @ @ @ @ Infin 19.25 1.107 1.107 25 @ = @ @ @ @ @ @ Infin 19.75 1.136 1.136 25 @ @ @ @ @ @ @ 1 20.25 1.164 1.164 25 - @ @ @ @ @ @ @ Infin 20.75 1.193 1.193 25 - @ @ @ @ @ @ @ 0.274 21.25 1.222 1.222 20 63 @ @ @ @ @ @ @ 2 21.75 1.251 1.243 20 63 0.909 18.2 0.316 0.952 0.367 0.86 16.2 22.25 1.2791 1.256 20 1 63 0.909 18.2 1 0.316 0.951 0.371 0.85 22.75 1.308 1.269 20 63 0.909 18.2 0.316 0.949 0.375 0.84 ----------------------------- Itd and Others [1985] Method ------------ ------- ------- PAGE SAIL DEPTH STRESS STRESS Nr C r STRESS SAFETY NO. (ft) I (tsf) (tsf) (B/ft) (%) I(Nl)601STRESSI N (8/ft)l RATIOI d RATIO FACTOR -+------+------+------+------+ -----+-----+------+------+-----+------+----- - 23.255 1.337 1.282 39 87 0.896 34.9 Infin 0.947 0.379 Infin 3 23.75 1.366 1.295 39 87 0.896 34.9 Infin 0.946 0.382 Infin 24.25 1.394 1.309 39 87 0.896 34.9 Infin 0.944 0.386 Infin 24.75 1.423 1.322 39 87 0.896 34.9 Infin 0.943 0.389 Infin_ 4 25.25 1.452 1.335 19 60 0.855 16.2 0.274 0.941 0.393 0.70 25.75 1.481 1.348 19 60 0.855 16.2 0.274 0.939 0.395 0.69 26.25 1.509 1.361 19 60 0.855 16.2 0.274 0.937 0.398 0.69 26.75 1.538 1.374 19 60 0.855 16.2 0.274 0.934 0.401 0.68 4 27.25 1.567 1.388 19 60 0.855 16.2 0.274 0.932 0.404 0.68 27.75 1.596 1.401 19 60 0.855 16.2 0.274 0.930 0.406 0.67 28.25 1.624 1.414 30 74 0.847 25.4 0.456 0.928 0.409 1.12 5 28.75 1.653 1.427 30 74 0.847 25.4 0.456 0.926 0.411 1.11 29.25 1.682 1.440 30 74 0.847 25.4 0.456 0.923 0.414 1.10 29.75 1.711 1.453 30 74 0.847 25.4 0.456 0.921 0.416 1.10 30.25 1.739 1.466 30 74 0.847 25.4 0.455 0.919 0.418 1.09 5 30.75 1.768 1.480 30 74 0.847 25.4 0.455 0.916 0.420 1.08 31.25 1.797 1.493 30 74 0.847 25.4 0.455 0.913 0.421 1.08 31.75 1.826 1.506 30 74 0.847 25.4 0.454 0.910 0.423 1.07 5 32.25 1.854 1.519 30 74 0.847 25.4 0.454 0.907 0.425 1.07 32.75 1.883 1.532 30 74 0.847 25.4 0.454 0.904 0.426 1.06 33.25 1.912 1.545 30 74 0.847 25.4 0.453 0.902 0.428 1.06 33.75 1.941 1.558 30 74 0.847 25.4 0.453 0.899 0.429 1.06 34.25 1.969 1.572 30 74 0.847 25.4 0.452 0.896 0.431 1.05 34.75 1.998 1.585 30 74 0.847 25.4 0.452 0.893 0.432 1.05 35.25 2.027 1.598 50 92 0.811 40.5 Infin 0.890 0.433 Infin 6 35.75 2.056 1.611 50 92 0.811 40.5 Infin 0.886 0.433 Infin 36.25 2.084 1.624 50 92 0.811 40.5 Infin 0.882 0.434 Infin 36.75 2.113 1.637 50 92 0.811 40.5 Infin 0.878 0.435 Infin 6 37.25 2.142 1.651 50 92 0.811 40.5 Infin 0.874 0.435 Infin 37.75 2.171 1.664 50 92 0.811 40.5 Infin 0.870 0.435 Infin 38.25 2.199 1.677 50 92 0.811 40.5 Infin 0.866 0.436 Infin 38.75 2.228 1.690 50 92 0.811 40.5 Infin 0.862 0.436 Infin 39.25 2.257 1.703 50 92 0.811 40.5 Infin 0.858 0.436 Infin 39.75 2.286 1.716 50 92 0.811 40.5 Infin 0.855 0.436 Infin 40.25 2.314 1.729 50 92 0.811 40.5 Infin 0.850 0.436 Infin ----------- I ------------------------------------------------------------------ ******************* * * *LIQUEFY 2* * * * Version 1.20 * * ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 JOB NAME: Temecula Regional Center Forest City) LIQUEFACTION CALCULATION NAME: Temecula Mall, Winchester Strip SOIL -PROFILE NAME: TEM -C27 GROUND WATER DEPTH: 20.0 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 SITE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M rd BOUND: M N60 CORRECTION: 1.00 FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS NOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). I 1 ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- ed and Others [1985] Method --------------------------- PAGE CALC. TOTALI EFF. IFIELD CORR. LIQUE. C. LIQUEILDEPTH STRESSSTRESS N Ilsl.DtI r C (N1)60 STRESS r IINUE SSS SAFETY N0. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR -+------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ '1 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ '1 3.25 0.187 0.187 25 @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 _ @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ '1 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 11 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 11 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 1 11.75 0.676 0.676 25 @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 _ @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 11 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 11 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ �1 16.75 0.963 0.963 25 @ @ @ @ @ @ @ �1 17.25 0.992 0.992 25 @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ NI 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ 19.75 1.136 1.136 27 74 @ @ @ @ @ @ @ 20.25 1.164 1.157 27 74 0.920 24.8 Infin 0.957 0.369 Infin 20.75 1.193 1.170 27 74 0.920 24.8 Infin 0.955 0.374 Infin 21.25 1.222 1.183 27 74 0.920 24.8 Infin 0.954 0.378 Infin 21.75 1.251 1.196 27 74 0.920 24.8 Infin 0.952 0.382 Infin 22.25 1.279 1.209 27 74 0.920 24.8 Infin 0.951 0.386 Infin 22.75 1.308 1.222 27 74 0.920 24.8 Infin 0.949 0.390 Infin ----------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- ----+------+------+------+------+------+-----+------+------+-----+------+------ 2 CALC. TOTAL EFF. FIELD Est.D 0.920 CORR. LIQUE. 0.947 INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 2 23.25 1.337 1.236 27 74 0.920 24.8 Infin 0.947 0.393 Infin 2 23.75 1.366 1.249 27 74 0.920 24.8 Infin 0.946 0.397 Infin 2 24.25 1.394 1.262 27 74 0.920 24.8 Infin 0.944 0.400 Infin 2 24.75 1.423 1.275 27 74 0.920 24.8 Infin 0.943 0.404 Infin 2 25.25 1.452 1.288 27 74 0.920 24.8 Infin 0.941 0.407 Infin 3 25.75 1.481 1.301 45 93 0.888 39.9 Infin 0.939 0.410 Infin 3 26.25 1.509 1.314 45 93 0.888 39.9 Infin 0.937 0.412 Infin 3 26.75 1.538 1.328 45 93 0.888 39.9 Infin 0.934 0.415 Infin 3 27.25 1.567 1.341 45 93 0.888 39.9 Infin 0.932 0.418 Infin 3 27.75 1.596 1.354 45 93 0.888 39.9 Infin 0.930 0.420 Infin 3 28.25 1.624 1.367 45 93 0.888 39.9 Infin 0.928 0.423 Infin 4 28.75 1.653 1.380 25 68 0.868 21.7 0.237 0.926 0.425 0.56 4 29.25 1.682 1.393 25 68 0.868 21.7 0.237 0.923 0.427 0.56 4 29.75 1.711 1.406 25 68 0.868 21.7 0.237 0.921 0.430 0.55 4 30.25 1.739 1.420 25 68 0.868 21.7 0.237 0.919 0.432 0.55 4 30.75 1.768 1.433 25 68 0.868 21.7 0.237 0.916 0.433 0.55 4 31.25 1.797 1.446 25 68 0.868 21.7 0.237 0.913 0.435 0.54 5 31.75 1.826 1.459 45 90 0.842 37.9 Infin 0.910 0.437 Infin 5 32.25 1.854 1.472 45 90 0.842 37.9 Infin 0.907 0.438 Infin 5 32.75 1.883 1.485 45 90 0.842 37.9 Infin 0.904 0.440 Infin 5 33.25 1.912 1.499 45 90 0.842 37.9 Infin 0.902 0.441 Infin 5 33.75 1.941 1.512 45 90 0.842 37.9 Infin 0.899 0.442 Infin 5 34.25 1.969 1.525 45 90 0.842 37.9 Infin 0.896 0.444 Infin 5 34.75 1.998 1.538 45 90 0.842 37.9 Infin 0.893 0.445 Infin 5 35.25 2.027 1.551 45 90 0.842 37.9 Infin 0.890 0.446 Infin 5 35.75 2.056 1.564 45 90 0.842 37.9 Infin 0.886 0.446 Infin 5 36.25 2.084 1.577 45 90 0.842 37.9 Infin 0.882 0.447 Infin 6 36.75 2.113 1.591 43 - - - - - - -- 6 37.25 2.142 1.604 43 - - - - - - -- 6 37.75 2.171 1.617 43 - - - - - - -- 6 38.25 2.199 1.630 43 - - - - - - -- 7 38.75 2.228 1.643 50 92 0.809 40.5 Infin 0.862 0.448 Infin 7 39.25 2.257 1.656 50 92 0.809 40.5 Infin 0.858 0.449 Infin 7 39.75 2.286 1.669 50 92 0.809 40.5 Infin 0.855 0.449 Infin 7 40.25 2.314 1.683 50 92 0.809 40.5 Infin 0.850 0.448 Infin I ******************* * * *LIQUEFY 2* ' * Version 1.20 * * EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 11971000-001 DATE: Friday, February 14, 1997 1B NAME: Temecula Regional Center Forest City) �QUEFACTION CALCULATION NAME: Temecula Mall, Winchester Strip IL -PROFILE NAME: TEM -01 OUND WATER DEPTH: 20.0 ft SIGN EARTHQUAKE MAGNITUDE: 7.50 ' TE PEAK GROUND ACCELERATION: 0.590 g K sigma BOUND: M BOUND: M 0 CORRECTION: 1.00 ELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 1 �TE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). 1 I ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ----------------------------- Seed and Others [1985] Method ----------------------------- PAGE 1 ----+------+------+------+------+------+-----+------+------+-----+------+------ CALC. TOTAL EFF. FIELD Est.D CORR. LIQUE. INDUC. LIQUE. SOIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft) RATIO d RATIO FACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 1 0.25 0.014 0.014 25 - @ @ @ @ @ @ @ 1 0.75 0.043 0.043 25 - @ @ @ @ @ @ @ 1 1.25 0.072 0.072 25 - @ @ @ @ @ @ @ 1 1.75 0.101 0.101 25 - @ @ @ @ @ @ @ 1 2.25 0.129 0.129 25 - @ @ @ @ @ @ @ 1 2.75 0.158 0.158 25 - @ @ @ @ @ @ @ 1 3.25 0.187 0.187 25 - @ @ @ @ @ @ @ 1 3.75 0.216 0.216 25 - @ @ @ @ @ @ @ 1 4.25 0.244 0.244 25 - @ @ @ @ @ @ @ 1 4.75 0.273 0.273 25 - @ @ @ @ @ @ @ 1 5.25 0.302 0.302 25 - @ @ @ @ @ @ @ 1 5.75 0.331 0.331 25 - @ @ @ @ @ @ @ 1 6.25 0.359 0.359 25 - @ @ @ @ @ @ @ 1 6.75 0.388 0.388 25 - @ @ @ @ @ @ @ 1 7.25 0.417 0.417 25 - @ @ @ @ @ @ @ 1 7.75 0.446 0.446 25 - @ @ @ @ @ @ @ 1 8.25 0.474 0.474 25 - @ @ @ @ @ @ @ 1 8.75 0.503 0.503 25 - @ @ @ @ @ @ @ 1 9.25 0.532 0.532 25 - @ @ @ @ @ @ @ 1 9.75 0.561 0.561 25 - @ @ @ @ @ @ @ 1 10.25 0.589 0.589 25 - @ @ @ @ @ @ @ 1 10.75 0.618 0.618 25 - @ @ @ @ @ @ @ 1 11.25 0.647 0.647 25 - @ @ @ @ @ @ @ 1 11.75 0.676 0.676 25 - @ @ @ @ @ @ @ 1 12.25 0.704 0.704 25 - @ @ @ @ @ @ @ 1 12.75 0.733 0.733 25 - @ @ @ @ @ @ @ 1 13.25 0.762 0.762 25 - @ @ @ @ @ @ @ 1 13.75 0.791 0.791 25 - @ @ @ @ @ @ @ 1 14.25 0.819 0.819 25 - @ @ @ @ @ @ @ 1 14.75 0.848 0.848 25 - @ @ @ @ @ @ @ 1 15.25 0.877 0.877 25 - @ @ @ @ @ @ @ 1 15.75 0.906 0.906 25 - @ @ @ @ @ @ @ 1 16.25 0.934 0.934 25 - @ @ @ @ @ @ @ 1 16.75 0.963 0.963 25 - @ @ @ @ @ @ @ 1 17.25 0.992 0.992 25 - @ @ @ @ @ @ @ 1 17.75 1.021 1.021 25 - @ @ @ @ @ @ @ I DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY 1 18.25 1.049 1.049 25 - @ @ @ @ @ @ @ 1 18.75 1.078 1.078 25 - @ @ @ @ @ @ @ '1 19.25 1.107 1.107 25 - @ @ @ @ @ @ @ 2 19.75 1.136 1.136 31 80 @ @ @ @ @ @ @ , 2 20.25 1.164 1.157 31 80 0.939 29.1 0.409 0.957 0.369 1.11; 3 20.75 1.193 1.170 31 80 0.939 29.1 0.409 0.955 0.374 1.101 '2 2 21.25 1.222 1.183 31 80 0.939 29.1 0.409 0.954 0.378 1.08 3 21.75 1.251 1.196 20 62 0.884 17.7 0.305 0.952 0.382 0.80 3 1 26.25 1.509 1.314 20 62 0.884 17.7 0.303 0.937 6 0.79 '3 22.75 1.308 1.222 20 62 0.884 17.7 0.304 0.949 0.390 0.78 1 ----------------------------- ed and Others [1985] Method ------------ ------- ------- PAGE TIL DEPTH STRESS STRESS N r C (N1)60 STRESS r STRESS SAFETY NO. (ft) (tsf) (tsf) (B/ft) (%) N (B/ft)l RATIOI d RATIO FACTOR '3 + -+--62 -----+0.884+ + 23.25+ 1.337+ 1.236+--20 17.7 0.304+0.947+ 0.393+ 0.77 3 23.75 1.366 1.249 20 62 0.884 17.7 0.304 0.946 0.397 0.77 3 24.25 1.394 1.262 20 62 0.884 17.7 0.304 0.944 0.400 0.76 3 24.75 1.423 1.275 20 62 0.884 17.7 0.304 0.943 0.404 0.75 3 25.25 1.452 1.288 20 62 0.884 17.7 0.304 0.941 0.407 0.75 3 25.75 1.481 1.301 20 62 0.884 17.7 0.304 0.939 0.410 0.74 3 1 26.25 1.509 1.314 20 62 0.884 17.7 0.303 0.937 0.412 0.74 3 26.75 1.538 1.328 20 62 0.884 17.7 0.303 0.934 0.415 0.73 3 27.25 1.567 1.341 20 62 0.884 17.7 0.303 0.932 0.418 0.73 3 27.75 1.596 1.354 20 62 0.884 17.7 0.303 0.930 0.420 0.72 1 3 28.25 1.624 1.367 20 62 0.884 17.7 0.303 0.928 0.423 0.72 3 28.75 1.653 1.380 20 62 0.884 17.7 0.303 0.926 0.425 0.71 3 29.25 1.682 1.393 20 62 0.884 17.7 0.302 0.923 0.427 0.71 13 29.75 1.711 1.406 20 62 0.884 17.7 0.302 0.921 0.430 0.70 3 30.25 1.739 1.420 20 62 0.884 17.7 0.302 0.919 0.432 0.70 3 30.75 1.768 1.433 20 62 0.884 17.7 0.302 0.916 0.433 0.70 3 1 31.25 1.797 1.446 20 62 0.884 17.7 0.302 0.913 0.435 0.69 3 31.75 1.826 1.459 20 62 0.884 17.7 0.302 0.910 0.437 0.69 3 32.25 1.854 1.472 20 62 0.884 17.7 0.301 0.907 0.438 0.69 32.75 1.883 1.485 20 62 0.884 17.7 0.301 0.904 0.440 0.69 13 3 33.25 1.912 1.499 20 62 0.884 17.7 0.301 0.902 0.441 0.68 4 33.75 1.941 1.512 34 78 0.833 28.3 Infin 0.899 0.442 Infin 4 34.25 1.969 1.525 34 78 0.833 28.3 Infin 0.896 0.444 Infin 4 1 34.75 1.998 1.538 34 78 0.833 28.3 Infin 0.893 0.445 Infin 4 35.25 2.027 1.551 34 78 0.833 28.3 Infin 0.890 0.446 Infin 4 35.75 2.056 1.564 34 78 0.833 28.3 Infin 0.886 0.446 Infin 4 36.25 2.084 1.577 34 78 0.833 28.3 Infin 0.882 0.447 Infin 14 36.75 2.113 1.591 34 78 0.833 28.3 Infin 0.878 0.447 Infin 4 37.25 2.142 1.604 34 78 0.833 28.3 Infin 0.874 0.448 Infin 5 37.75 2.171 1.617 28 ' S 38.25 2.199 1.630 28 - - - - - - -- 5 38.75 2.228 1.643 28 - - - - - - -- 5 39.25 2.257 1.656 28 - - - - - - -- S 40.25 2.314 1.683 28 - - - - - - -- 1 Temecula Regional Center SUMMARY OF STRUCTURAL SETTLEMENT Methods of Calculation • SETT(LASSAP), Leighton & Associates, Inc., program for evaluating settlement was used for calculating settlement under parking area embankments. The half -embankment (Abutment) model was used for the two-level parking area embankments. ' FTGSETT, developed by D. Coduto, Published with textbook by Prentice -Hall, 1994, used for evaluating settlement under footings (Boussinesq Method) tBases of Calculations • Cc (Compacted fill, 95%, Pauba) -0.0050 Cc (Sandy, silty alluvium --------0.0380 Cc (Silty, clayey alluvium) ------0.0750 Bearing pressure -----------------4000 psf. Fill under footings --5 feet, overexcation--3 feet ' Calculation of theoretical consolidation often overestimates actual settlement by 100% or more. Our calculated values are conservatively reduced by 1/3 to compensate. As a check, settlement of a cohesionless soil under similar loads was 1 1 1 11 evaluated using Schmertmann's Method (SCHMERT,by D. Coduto, 1994); settlement values much less than 50% of calculated values. • Much of the primary settlement in the sandy compacted fill and sandy, silty alluvium will occur during construction as the loads are applied. The calculated theoretical values were reduced 1/3 to provide a more realistic, yet still conservative, estimate of post -construction settlements. SUMMARY OF SETTLEMENT EVALUATIONS. JC PENNEY STORE Fill loads (in.) Ext. column, look Int. column, 200k Int. column, 300k Ext. continuous, 6k TOTAL Reduce 1/3, constr. Two -Level Parkin 0.67 * * 0.67 0.61 0.91 1.11 0.61 1.28 0.91 1.11 1.28 0.86 0.61 0.74 0.86 One -level Parkin 0.33 * * 0.33 0.61 0.91 1.11 0.61 0.94 0.91 1.11 0.94 0.63 0.61 0.74 0.63 * Effect of settlement due to fill at location of interior columns considered to be small, neglect. Maximum Total = 0.86, less than 1" Maximum diff. (0.86-0.61), less than 1/2" Temecula Regional Center tSUMMARY OF STRUCTURAL SETTLEMENT Methods of Calculation ' SETT(LASSAP), Leighton & Associates, Inc., program for evaluating settlement was used for calculating settlement ' under parking area embankments. The half -embankment (Abutment) model was used for the two-level parking area embankments. ' FTGSETT, developed by D. Coduto, Published with textbook by Prentice -Hall, 1994, used for evaluating settlement under footings (Boussinesq Method) Bases of Calculations ' Cc (Compacted fill, 95%, Pauba) -0.0050 Cc (Sandy, silty alluvium --------0.0380 Cc (Silty, clayey alluvium) ------0.0750 ' Bearing pressure -----------------4000 psf. Fill under footings --4 feet, overexcation--4 feet • Calculation of theoretical consolidation often overestimates actual settlement by 100% or more. Our calculated values are conservatively reduced by 1/3 to compensate. As a check, settlement of a cohesionless soil under similar loads was ' evaluated using Schmertmann's Method (SCHMERT,by D. Coduto, 1994); settlement values much less than 50% of calculated values. 11 11 1 1 1 1 • Much of the primary settlement in the sandy compacted fill and sandy, silty alluvium will occur during construction as the loads are applied. The calculated theoretical values were reduced 1/3 to provide a more realistic, yet still conservative, estimate of post -construction settlements. SUMMARY OF SETTLEMENT EVALUATIONS. SEARS STORE Fill loads (in.) Ext. column, 100k Int. column, 200k Int. column, 300k Ext. continuous, 6k TOTAL Reduce 1/3, constr. Two -Level Parkin 0.67 * * 0.67 0.60 0.90 1.11 0.57 1.27 0.90 1.11 1.24 0.85 0.60 0.74 0.83 One -level Parkin 0.20 * * 0.20 0.60 0.90 1.11 0.57 0.80 0.90 1.11 0.77 0.54 0.60 0.74 0.52 * Effect of settlement due to fill at location of interior columns considered to be small, neglect. Maximum Total = 0.85, less than 1" Maximum diff. (0.85-0.60), less than 3/8" ' Temecula Regional Center ' SUMMARY OF STRUCTURAL SETTLEMENT Methods of Calculation • SETT(LASSAP), Leighton & Associates, Inc., program for evaluating settlement was used for calculating settlement under parking area embankments. The half -embankment (Abutment) model was used for the two-level parking area embankments. ' FTGSETT, developed by D. Coduto, Published with textbook by Prentice -Hall, 1994, used for evaluating settlement under footings (Boussinesq Method) ' Bases of Calculations ' Cc (Compacted fill, 95%, Pauba) -0.0050 Cc (Sandy, silty alluvium --------0.0380 Cc (Silty, clayey alluvium) ------0.0750 Bearing pressure -----------------4000 psf. Fill under footings --7 feet, overexcation--3 feet • Calculation of theoretical consolidation often overestimates actual settlement by 100% or more. Our calculated values are conservatively reduced by 1/3 to compensate. As a check, settlement of a cohesionless soil under similar loads was ' evaluated using Schmertmann's Method (SCHMERT,by D. Coduto, 1994); settlement values much less than 50% of calculated values. [1 1 I • Much of the primary settlement in the sandy compacted fill and sandy, silty alluvium will occur during construction as the loads are applied. The calculated theoretical values were reduced 1/3 to provide a more realistic, yet still conservative, estimate of post -construction settlements. SUMMARY OF SETTLEMENT EVALUATIONS. ROBINSON'S-MAY STORE Fill loads (in.) Ext. column, 100k Int. column, 200k Int. column, 300k Ext. continuous, 6k TOTAL Reduce 1/3, constr. Two -Level Parkin 0.67 * * 0.67 0.38 0.58 0.73 0.38 1.05 0.58 0.73 1.05 0.70 0.39 0.49 0.70 One -level Parkin 0.47 * * 0.47 0.38 0.58 0.73 0.38 0.85 0.58 0.73 0.85 0.57 0.39 0.49 0.57 * Effect of settlement due to fill at location of interior columns considered to be small, neglect. Maximum Total = 0.70, less than 3/4" Maximum diff. (0.70-0.39)=0.31, less than 3/8" Temecula Regional Center ' SUMMARY OF STRUCTURAL SETTLEMENT Methods of Calculation • SETT(LASSAP), Leighton & Associates, Inc., program for evaluating settlement was used for calculating settlement ' under parking area embankments. The half -embankment (Abutment) model was used for the two-level parking area embankments. ' FTGSETT, developed by D. Coduto, Published with textbook by Prentice -Hall, 1994, used for evaluating settlement under footings (Boussinesq Method) ' Bases of Calculations • Cc (Compacted fill, 95%, Pauba) -0.0050 Cc (Sandy, silty alluvium --------0.0380 Cc (Silty, clayey alluvium) ------0.0750 ' Bearing pressure -----------------4000 psf. Fill under footings --7 feet, overexcation--6 feet ' Calculation of theoretical consolidation often overestimates actual settlement by 100% or more. Our calculated values are conservatively reduced by 1/3 to compensate. As a check, settlement of a cohesionless soil under similar loads was ' evaluated using Schmertmann's Method (SCHMERT,by D. Coduto, 1994); settlement values much less than 50% of calculated values. 1 1 1 I 1 • Much of the primary settlement in the sandy compacted fill and sandy, silty alluvium will occur during construction as the loads are applied. The calculated theoretical values were reduced 1/3 to provide a more realistic, yet still conservative, estimate of post -construction settlements. SUMMARY OF SETTLEMENT EVALUATIONS. FUTURE STORE Fill loads (in.) Ext. column, 100k Int. column, 200k Int. column, 300k Ext. continuous, 6k TOTAL Reduce 1/3, constr. Two -Level Parkin 0.67 * * 0.67 0.43 0.67 0.86 0.48 1.10 0.67 0.86 1.15 0.74 0.45 0.58 0.77 One -level Parkin 0.27 * * 0.27 0.43 0.67 0.86 0.48 0.70 0.67 0.86 0.75 0.47 0.46 0.58 0.50 * Effect of settlement due to fill at location of interior columns considered to be small, neglect. Maximum Total = 0.77, 3/4" or less Maximum diff. (0.77-0.45), less than 3/8" Temecula Regional Center 1 SLOPE STABILITY SUMMARY ' GROSS STABILITY Calculations were performed using XSTABL, Janbu Method (Interactive Software Designs, Inc., 1992) [1 [1 1 [1 1 I 20 -Foot Hiah Fill Slooe Soil Parameters: Unit Weight 115 pcf. Angle of Internal Friction, Phi 30 degrees Cohesion 150 psf. Calculation Factor of Safety Static 2.1 Pseudostatic, kh = 0.15 1.5 Pseudostatic, kh = 0.25 1.2 Pseudostatic, kh = 0.38 1.0 12 -Foot Hiah Cut Slooe Soil Parameters: Unit Weight 115 pcf. Angle of Internal Friction, Phi 38 degrees Cohesion 100 psf. Analysis was not performed. The gross stability of the proposed cut slope is clearly sufficient based on the results of the fill slope calculations and the higher strength parameters and lower height of the cut slope. XTMAL20C 3-06-97 14:26 Temecula Regional Center 135 3 most critical surfaces, MINIMUM JANBU FOS = 1.001 Psuedostatic, k = 0.38 125 115 Q) w V) c:4 105 4C 95 G1: 5 15 25 35 45 55 65 75 85 X—AXIS (feet) M M M M w M M M w M M M M M M M M M M XTMAL20P 3-06-97 12:53 Temecula Regional Center 135 3 most critical surfaces, MINIMUM JANBU FOS = 1.239 Pseudostatic, kh = 0.25 125 95 L -M 5 15 25 35 45 55 65 75 85 X—AXIS (feet) XTML20P2 3-07-97 10:00 Temecula Regional Center 135 _ 3 most critical surfaces, MINIMUM JANBU FOS = 1.485 125 N 115 N w C 95 L -W 5 15 25 35 45 55 65 75 85 X—AXIS (feet) XTMALL20 3-06-97 12:50 Temecula Regional Center 135 3 most critical surfaces, MINIMUM JANBU FOS = 2.056 125 N 115 N w V) X d 105 C i 95 w 5 15 25 35 45 55 65 75 85 X—AXIS (feet) Temecula Regional Center SUMMARY OF ALLOWABLE BEARING CAPACITIES MALL & MAJOR STRUCTURES Allowable Bearing Capacities(psf) Allowable Depth(ft) Width(ft) 1.5 2.5 Diff. 1.5 4207 5370 1163 2.5 4887 6049 1162 Diff. 680 679 Allowable Bearing Capacity (W=1.5, D=1.5) 4000 psf No increase for added depth or width is recommended due to the need to control differential settlement. SQUARE FOOTINGS Allowable Bearing Capacities(psf) Depth(ft) Width(ft) 1.5 2.5 Diff. 2.0 4708 5871 1163 3.0 5252 6415 1163 Diff. 544 544 RECOMMENDATIONS Allowable Bearing Capacity (W=2.0, D=1.5) 4000 psf No increase for added depth or width is recommended due to the need to control differential settlement. Temecula Regional Center SUMMARY OF ALLOWABLE BEARING CAPACITIES DETACHED AND PERIPERY STRUCTURES CONTINUOUS FOOTINGS Allowable Bearing Capacities(psf) Depth(ft) Width(ft) 1.5 2.5 Diff. 1.0 2608 3225 617 2.0 2897 3514 617 Diff. 289 289 Allowable Bearing Capacity (W=1.5, D=1.5) 2500 psf Add for one ft. of depth 500 psf Add for one foot of width 200 psf To a maximum of 3000 psf SQUARE FOOTINGS Allowable Bearing Capacities(psf) Depth(ft) Width(ft) 1.5 2.5 Diff. 2.0 3200 3816 616 3.0 3431 4048 617 Diff. 231 232 Allowable Bearing Capacity (W=2.0, D=1.5) 3000 psf Add for one ft, of depth 500 psf Add for one ft. of width 200 psf To a maximum of 3500 psf LATERAL PRESSURE, SEISMIC INCREMENT Reference: NAVFAC DM -7.2 PAE active or at -rest pressure + seismic increment PAE (1/2) GHZKA or o + ( 3/8) GHZkh where: G = unit wet weight of soil (115 pcf.) H = height of wall KA or Ko = active or at -rest pressure coefficient k = horizontal repeatable acceleration, design EQ. (65% of 0.59g = 0.38g.) Seismic Increment, (3/8)(115.0)(Hz)(0.38) = 16. 4H2 Seismic increment to be applied at 0.6H above toe of wall. ' LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General ' 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical ' report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of ' the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The ' Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. ' Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction ' testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. tThe Geotechnical Consultant shall observe the moisture -conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. ' 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture -conditioning and processing of fill, and compacting fill. ' The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. ' 3030.1094 U 11 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. ' 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious 1 material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than I percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic ' matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for ' proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products ' (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following 1 3M.to93 11 [] 1 Leighton end Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic -rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benchine: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given I 1 Leighton and Associates, Inc. GENERAL. EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 303a.tW3 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near -horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Com2action of Fill: After each layer has been moisture -conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. I 1 1 1 1 1 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over -excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill -over -cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE> 30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. ' Leighton end Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS ' Page 6 of 6 ' 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative ' compaction by his alternative equipment and method. 1 1 1 1 1 1 ' as AOW 1 COMPACTED- —�= -FILL—_�_ ==-z' FILL -OVER -CU – _ SLOPE �_ NATURAL -�_- - GROUND a' TYPICAL �__-- -- -[''' _ --- -�- BENCH L BENCH HEIGHT --2X MIN.,- REMOVE UNSUITABLE �--.19' MIN. MATERIAL LOWEST BENC 2' MIN. -�•� KEY DEPTH CUT FACE SHALL BE CONSTRUCTED PRKOi TO FILL F"..ACEMENT TO ASSURE CUT FACE ADE-0UATE GEOLOGIC CCNDMONS TO BE CONSTRUCTED PRioR TO FILL PLACEMENT NATURAL CUT -OVER -FILL GROUND SLOPE OVERBUILT AND TRIM BACK F- — '`-- For Subdrains See 14 – DESIGN SLOPE -- _ – REMOVE Standard Detail C PROJECTED PLANE _ UNSUITABLE 1 TO 1 MAXIMUM FROM ,C' _ — . MATERIAL TOE OF SLOPE TO =_ APPROVED GROUND\ —I — 4' TYPICAL fir__---- _ UPAC=ED BENCHI BENCH HEIGHT —2X MIN _ BENCHING SHALL BE DONE WHEN SLOPES ANGLE IS E-0IL,L TO OR GREATER THAN 5:1 2' MIN.—�, X75' YIN._„ MIN%UM BENCH HEIGHT SHALL 9E 4 FE- BENCH MINWUlM FU SHALL BE 9 FST KEY DEPTH LOWEST KE`.'1 KtfING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS r STANDARD DETAILS A 4�A —= COMPACTED _ _. . _ _ -------FILL- PROJECTED PLANE-- 1T01MAXIMUMFROM TOE OF SLOPE TO APPROVED GROUND =__ ---=r FILL SLOPE — -- —I �' REMOVE NATURAL_�— —_ — — 4, TYPICAL UNSUITABLE GROUND= _-7E MATERIAL BENCH BENCH �l ---- HEIGHT MIN.'-- 2' MIN. KEY DEPTH LOWEST BENCH (KE1� COMPACTED- —�= -FILL—_�_ ==-z' FILL -OVER -CU – _ SLOPE �_ NATURAL -�_- - GROUND a' TYPICAL �__-- -- -[''' _ --- -�- BENCH L BENCH HEIGHT --2X MIN.,- REMOVE UNSUITABLE �--.19' MIN. MATERIAL LOWEST BENC 2' MIN. -�•� KEY DEPTH CUT FACE SHALL BE CONSTRUCTED PRKOi TO FILL F"..ACEMENT TO ASSURE CUT FACE ADE-0UATE GEOLOGIC CCNDMONS TO BE CONSTRUCTED PRioR TO FILL PLACEMENT NATURAL CUT -OVER -FILL GROUND SLOPE OVERBUILT AND TRIM BACK F- — '`-- For Subdrains See 14 – DESIGN SLOPE -- _ – REMOVE Standard Detail C PROJECTED PLANE _ UNSUITABLE 1 TO 1 MAXIMUM FROM ,C' _ — . MATERIAL TOE OF SLOPE TO =_ APPROVED GROUND\ —I — 4' TYPICAL fir__---- _ UPAC=ED BENCHI BENCH HEIGHT —2X MIN _ BENCHING SHALL BE DONE WHEN SLOPES ANGLE IS E-0IL,L TO OR GREATER THAN 5:1 2' MIN.—�, X75' YIN._„ MIN%UM BENCH HEIGHT SHALL 9E 4 FE- BENCH MINWUlM FU SHALL BE 9 FST KEY DEPTH LOWEST KE`.'1 KtfING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS r STANDARD DETAILS A 4�A I 11 I I I I I I I I I I I I I I I FINISH GRADE - - - - - - - - - - - - - - - - - - -- --- - - - - - - - - - - - - - - _-_- SLOPE - SLOPE MIN.=_: -_:-COMPACTED FILL ---7-7-7- ------------- ---------------- FACE — -- ----------- ---------------------- -- ----——------- — — — — ----->r --—— --------------- ---------------------------- — — — — — — — — — - - I -f -------------- -- ------------------------------- -- --------- --- -- M 0 — — — — — — — — — — ;2r — — — — — — — — -- M I N. W:r 15 M I N. -;7-W — — — — — — — — — — t — — — — — — -- — - - - - - - - - - - ----- - - - - - - - - - - - - - - - - - - - - -- ---------- --------- ---------------- ---------- -- - Z -------- - ---------------- - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- OVERSIZE — — — — — — - JETTED OR FLOODED -- — — — — — — — — — — --------� GRANULAR MATERIAL • Oversize rock is larger than 8 inches in largest dimension. • Excavate a trench in the compacted fill deep enough to bury all the rock. • Backfill with granular soil jetted or flooded in place to fill all uv voids. • Do not bury rock within 10 feet of finish grade. parallel to the finished slope fill. o Windrow of buried rock shall be ELEVATION A -A' PROFILE ALONG WINDROW JETTED OR FLOODED GRANULAR MATERIAL OVERSIZE ROCK DISPOSAL A - GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS 8 AM I 1 1 1 1 1 1 1 k 1 1 1 1 1 1 1 NATURAL GROUND -___________ __ __ __ ___ ____ ----- COMPACTED FILL -- -- --_ BENCHING -_-_--=-_______-- - __ -- --------------- -__---- -�_ ------------ �__ ------------ -- ----sem �-- REMOVE UNSUITABLE MATERIAL \ 12' MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS If ° PERMEABLE OR #2 ROCK ° • ° ° ° (9FT.'/FT.) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAFI 140 OR APPROVED COLLECTOR PIPE SHALL EQUIVALENT) BE MINIMUM 6• DIAMETER SCHEDULE 40 PVC PERFORATED CANYON SUBDRAIN OUTLET DETAIL PIPE. SEE STANDARD DETAIL D DESIGN FINISHED GRADE PERFORATED PIPE FOR PIPE SPECIFICATION 6.4 MIN. 2% f-- 20' MIN.- NOWPERFOR 6'4 MIN. CANYON SUBDRAINS 10' MIN. BACKFILL 5' MIN. I FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) #2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE. GENERAL EARTHWORK AND GRADING -� SPECIFICATIONS STANDARD DETAILS C 1 I AM 1 1 1 1 t KEY 1'± DEPTH -� T MIN 15' MIN. OUTLET PIPES ----- -- 4040 4.40 NON -PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, — '—--__— 30' MAX. O.C. VERTICALLY —_ --- --- BACKCUT 1:1 OR FLATTER _ ----- — —_� ------------ f p"G BENCHING --- - -__ _ --_-_ -- --- ~ ---- -- - ------- -- -- --- -i \ ___ — — --_- ----_2% MIN_ 15' MIN. _ KEY WIDTH I/ 12' MIN. OVERLAP FROM THE TOP POSITIVE SEAL (HOG RING TIED EVERY 6 FEET SHOULD BE PROVIDED AT \ THE JOINT MIN. OUTLET PIPE (NON -PERFORATED).; CALTRANS CLASS 11 PERMEABLE OR *2 ROCK (3FT.'/FT.) WRAPPED IN FILTER FABRIC FILTER FABRIC • ° (MIRAFI 140 OR o . ' • APPROVED EQUIVALENT) T-CONNE ON FOR COLLECTOR PIPE TO OUTLET PIPE • SUBDRAIN INSTALLATION - Subdrmn collector pipe shall be installed with perforations down or, unless c&xwwrse designated by the geotechnical cortsuyam Outlet pipes shah be non perforated pine. The subdrain pipe shay have at least 8 perforations uniformly spaced per foot. Perforation sftaa bee to 'h' Y drilled holes ars used. All subdrain pipes shall have a gradient at least 2% towards the outlet. • SUBDRAIN PIPE . Subdrain pipe Shall be ASTM 02751, SDR 23.5 or ASTM D15Z7, Schedule 40, or ASTM D3034, SDR 23. S, Schedule 40 Polyvinyl Chloride Plasstic (PVC) pipe. • All outlet pipe shall be placed in a trench no wider than twice the subdrain pipe. Pipe shall be in soil Of SE—>30 jetted Or flooded in place except for the outside 5 feet which shall be native soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND SPECIFICATIONS STANDARD DETAILS GRADING D AM 11 1 1 .1 1 1 1 CUT AND CUT -FILL LOT OVEREXCAVATE AND RECOMPACT (REPLACEMENT Fi OVERBURDEN =- OR UNSUITABLE MATERIAL ---- 2% Z MIN: 9 FEET KEY DEPTH REMOVE UNSUITABLE GROUND i 5' i MIN. 1 AND RECOMPACT UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT 36' MIN. NATURAL SIDE HILL FILL GROUND FOR CUT PAD FINISHED CUT PAD PAD OVEREXCAVATION AND -y RECOMPACTION SHALL BE .T-- PERFORMED IF SPECIFIED T BY THE GEOTECHNICAL BENCHING CONSULTANT SEE STANDARD DETAIL FOR SUBDRAIN DETAIL WHEN REQUIRED BY GEOTECHNICAL CONSULTANT V. UNWEATHERED BEDROCK OR �- MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT ll TRANSITION LOT FILLS AND SIDE HILL FILLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E